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Plans (23) /Ju,aC jigs 11_ I gua:iota, ENGINEERING RECE1VED AUG 2 3 2007 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS PROJECT: ATC Building - Tigard PROJECT No.: A07042 DATE: August 09, 2007 PERMIT SUBMITTAL , RuCTU04 , PRDle s I N • 4 ' 11,2.2 7 / ID R. AF 1 EXPIRES: 12/31/07 1 Contents: Roof R1— R23 Walls W1 — W15 Foundation FD1 — FD24 Lateral L1 — L15 Miscellaneous MS1 — MS10 4875 SW Griffith Drive I Suite 300 i Beaverton. OR i 97005 503.620.3030 i tel 503.620.5539 i fax w w w. a a i e n g. c o m .AALEngineering Project Name: ATC Building.- Tigard Project Number: A07042 Seismic Design Category : D Soil Type : E Dead Load (psf) = 15 Snow Load (psf) = 25 Wind Speed (MPH) = 80 q = 41*V 16.4 .Exposure Type : .B C = 0.76 .Joist & Girder Gravity : Joist & Girder Uplift - Dead Load Dead Load PSF PSF Roofing 3.0 Roofing 1.5 1 20GA Deck .22 20GA Deck 1.8 _/ Insulation 1.0 Insulation - Suspended Ceiling 1.5 `. Suspended Ceiling - Sprinkler 1.0 Sprinkler 0.3 Mechanical /Electrical 1.5 Mechanical /Electrical 0.2 ' Joists 2.6 Joists _ 1.7 . Mics. 3.0 Misc. Total 15.8 , Total 5.5 Girder 1.6 Girder . j 1.3 Total 17.4 Total - . 6.8 FOR JOISTS USE '18 PSF DEAD LOAD FOR GIRDERS USE 18 PSF DEAD LOAD FOR: SEISMIC- USE 15 -PSF. DEAD LOAD R� ©F Rz3 • 5NOW DRIFT @ FWN' 22 ' to 2-1, . L :50 _ H12 . — Zb•5'— Z.2. 6)A h t 25 /0.2.-g . 6.o -/•45 4.55 .S h . [0.43 , V 71 1 rt /0 _ i•5 4.75. �d = (o3 () " 3 (35) 4 _ /• c 0.7s /1 _ x.77 4 1 14. c ... .77) = 7 P 17.2c (1•77) - 3o psf P _ . 3I psf L = 7 -D Show DR-IFT @ SIDE5 Z�' 2� .2 � ' J = /A6 A pA� . - .24 - 21.2S = 4-,75 4c. _ 4 7 _ / . 4 g 3 . 3 ' 5 • ) As - i b 3 sip —i. hd = 3.0 L 4(3 -0 = I z.o I7. 25 (3) _ 51,75Ps/° �'� = SZPSF L = 12' -6. W) Nib ZIPLt,FT = la,4(01(4) /1‘, Z ps F A < No s.F- fp= I (o,4 <o 7c,)(1:0)(I) I2•PsF A >. Ioo s.F. \ AA I afghan associates, inc. A TC 8 L 7) G, By: Date: MFFR.Gf -1 2,007 ENGINEERING A a7042 4875 SW GanttGanttDrive !Suite 300 1 Beaverton, OR 1 97005 Project No.: 503.620.3030 I tel 503.620.5539 I tax ww.w.eeieng.com Sheet: R2 of: SN.ovw bizI.FT a c -)ptb z 52 PS F L : 12 *114 0 RED.1 193 rs7 . Ae '7.2 0 1, 112 •15,? #r 45 I eL 5 42- S•34/ ' 6.3. et. 33 4. 145.40 / 03 /, • • • ) AI afghan associates, inc. TC a Lz a, _ T IC , A gD By: AR 4- Date: MihreCNZ0197 ENGINEERING Project No.: ,4O /D4Z 4875 SW Grifith Drive I Suite 3001 Beaverton, OR I 97005 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: R3 of: y 1 ■ d opy suaw �/ZLFT H 14oPy = /4 -H = 26 ' . . D di. " = 4 , - - lij = - / 4 / .LEE wifi-kb ,r),e_/T - - -- - 3 4 h _ 0 • 4 13 / yG 2s--t /a _ 1.5 1,n/ It, iDWA -I2D Dal f7 Ad (3[2 5 3s - 1.5) 0.25 h d r /.Z h = 26 -AL - /. 45 = /0.55 . W = 4(4_o -r... IG . = 4(17 = 6 9P5F L = /60" la . LEE W 4 - r z . b DIDF T t D•43 5 D � / � 3S _ 1.5 _ Ad lc 4 . i 4- c t..i 1? -W L W ►ti D W4r .2 MI �� 34 11 4 4 - (43 (35 1 - x• Pd = .2.4(17,75)= 42PsF L = ./D' `i ,/`1!' - afghan associates, inc. A . LAC,, - TI U f-RD . By: A Date: M R412.CH W07 :ENGINEERING A0704-2. Project No.: -4675 SW Griffith Drive 1 Suite 3001 Beaverton, OR 197005 503.620.3030 1 tel 503.620.5539 1 fax www.aaieng.com Sheet: �j b4 of: '' wf $7W 61 12.0 A TO B.1 L . z4' . . ___1 ROOF DI = (/3)(0,33 - 3 = 114 #4 • I.o F SL r- (2.5)(6 - 159 #- /► 35S #/ _ __ SNOW DRIFT = ( I0 t((o;'333) . 1 .9f, /3-7. UPLIFT : C /2. 5 G.,5, (G, 3 3) = 3 a 4t-/, - - - 52Psf .6..6' ; 5.3 1/oZ ' Untitled STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 10x17 1. Yield Stress, ksi: Fy = 50 Bending Stress: +M fb = 25.01 ksi 2..Bending (l<Lc), ksi: Fb = 33 for +M = 33.77 k -ft • 3. Bending(Lc <l<Lu),ksi: Fb = 30 -M fb = 0 ksi 4. Allowable Shear, ksi: Fv = 20 • for -M = 0 k -ft 5. Mod of Elasticity,ksi: E = 29000 6. Duration of load factor = 1 Shear Stress: fv = 2.32 ksi • 7. Live Load: Deflect'n < L / 240 for V = 5.63 kips 8. D +L Load: Deflect'n < L / 180 9. Unbraced top flange Dead Load Deflection = .358 in in region of +M (ft): 1 = 0 Live Load Deflection = 1.116 in 10. Unbraced bottom flange = L / 258 in region of -M (ft): 1 = 24 D +L Load Deflection = 1.474 in 11. Bending coefficient: Cb = 1 = L / 195 12. Allowed overstress,% /100 = .01 Allowable bending ._ stress: for +M: Fb = 33 ksi 1 13. MAXIMUM Nominal WF Depth = 10 for -M: Fb = 5.45 ksi 14. MINIMUM Nominal WF Depth = 0 STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 10x12 1. Yield Stress, ksi: Fy = 50 Bending Stress: +M fb = 0 ksi 2. Bending (l<Lc), ksi: Fb = 33 for +M = 0 k -ft 3. Bending(Lc <l <Lu),ksi: Fb = 30 . -M fb = -3.17 ksi 4. Allowable Shear, ksi: Fv = 20 for -M = -2.88 k -ft 5. Mod of Elasticity,ksi: E = 29000 6. Duration of load factor = 1 Shear Stress: fv = .26 ksi 7. Live Load: Deflect'n < L / 360 for V = .48 kips 8. D +L Load: Deflect'n < L / 240 9. Unbraced top flange Dead Load Deflection = -.191 in in region of +M (ft): 1 = 0 Live Load Deflection = 0 in 10. Unbraced bottom flange in region of -M (ft): 1 = 24 D +L Load Deflection = -.191 i 11. Bending coefficient: Cb = 1 • 12. Allowed overstress,% /100 = .01 Allowable bending stress: for +M: Fb = 32.83 ksi 13. MAXIMUM Nominal WF Depth = 10 for -M: Fb = 3.5 ksi 14. MINIMUM Nominal WF Depth = 10 • ) ! 1GINEERNG _ 7/By: A - Date: MA2�1 zn ,4 TC 8 G J) �� 7p�� Project No.: 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: � /7 of: wF 13Tw C.92-1D S 6 ; 8" -OLIb G,20 t./r 7 In/ kW.- z 22 li.Wcx_ut = elb) ( 2 - 6 ) - �Z _ /092 20 -or- L. = / 2 S � c 4 SD .5 - )// tiSA Y �• � K/- (ADD_ t�rO C g)( PROOF SL - (zs) (z5) _ 62-C 0 74 k /, epoi • Untitled STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM - SIZE = W 24x55 1. Yield Stress, ksi: Fy = 50 Bending Stress: +M fb = 14.9 ksi 2. Bending (l <Lc), ksi: Fb = 33 for +M = 141.57 k -ft 3. .Bending(Lc<l<Lu),ksi: .Fb = 30 -M fb = 0 ksi 4. Allowable Shear, ksi: Fv = 20 • for -M = 0' k -ft 5. Mod of Elasticity,ksi: E = 29000 6.. Duration of load factor = -1 Shear Stress: . fv = 2.76 ksi 7. Live Load: Deflect'n L / 240 for V = 25.74 kips } 8. D +L Load: Deflect'n < L / 600 9. Unbraced top flange Dead Load Deflection = .215 in in region of +M (ft): 1 = 0 Live Load Deflection = .1 in 10. Unbraced bottom flange = L / 2649 in region of -M (ft): 1 = 22 D +L Load Deflection = .315 in 11. Bending coefficient: Cb = 1 = L / 838. 12. Allowed overstress,% /100 = .01 Allowable bending stress: for +M: Fb = 33 ksi 13. MAXIMUM Nominal WF Depth = 36 for -M: Fb = 6.88 ksi 14. MINIMUM Nominal WF Depth = 24 AA afghan associates, inc. fi . L 17 6 - 116; A 'RD By: AR A- Date: M FiR C.H 2O0 ENGINEERING �� Project No.: 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 1 97005 503.620.3030 1 tel 503.620.5539 'fax /�/� www.aaleng.com Sheet: /l(o of: i c0L..0.1`?til @ C ??- /t /.5 H = 12' wf k = l6 wFL = 19 wFR — — _• hZ 0 . W DL z (14)(7.8).( I /2) . . -_ ci...” K .,_SAY 2 I Roo DL = (1.2) -0_ES) ( /4 . __ -I ,..get I2. K . . . Rapp s L tr. 0 2) (z.) . l093 18' /Z = - 3. Gb cA -40PY DL = ro) c/0) (4) 0 .40 G4 -N0P`f Si..- _ (/.o 67)(4 = .2. (o$ WF — \Ar,sc-u, D = 1 +(7 8 ( 19/2) _ ► o..31 K Root= DI- - 2 5 (1.2') ( I Q /Z) = .4. 24) •I 5. I 1 K wF = .55 (19/2.-) : 0 . C2 200E SL = .25(2.0 11oij 19 /2 s 6.11. c614Jrn .DL 10 1.9)(4) _ o . 4 0 oiq-N oPy SL 7 .-.. 1 D C (17) 64) 2. 6 e..<,ND►7101.( L ; 7)f5 /DfS PT _(1.2..27# 3.6b)•r (15"./7#6 ( .3 ..01E 44•2-5 l< M. z (/22..'/.. /5 Z /Z) = 1..o F7 -K - ______ cp1J1)1T, J 2 ; D•/ DtS Tr = (!.. 67) - 1 - ZS.2z 3 g•o K . M ; (2 5., .2 Z, _ I2. 7) ( 2 /I0 = 2_1 .- 1 . F, 7 - 7s4x47(V% SEA ourpor oPT10t.1 a A-S$UME cor3T DEF-M• � b PK /, t .2 '9r Ie' I7.2. IC 417k llr3k 7Pwta.,x c 47,7 .1. 3.0 &CZ> e .54 .K ..,. M. !s '..� A' afgh associates, inc. A7G SL D c., — T /G/4-R A By: AR Date: MP RICH W 7 ENGINEERING , I Project No.: f�D7D4- Z 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 197005 503.620.30301 tel 503.620.55391 fax www.aaleng.com Sheet: h? of: SQUARE TUBE STEEL COLUMN DESIGN (AISC 9th Edition) D +S= 15 +25 =40psf 1 Project Name: ATC Building - Tigard / Project Number: A07042 Mark Number: 1.51 Condition II 12 ft Axial load, P = 38 kips Yield stress, F = 46 ksi Trial Tube Steel Column Size: HSS4x4x3 /8 / Compactness: Compact XX - AXIS Effective length K *L, = 12 ft Y Unbraced Flange, L„ = 12 ft Curvature coefficient, C = 1 +� I Applied Moment, M, = 0 kip *ft H X - -- � - -- r -X 4 YY - AXIS E.'f'�'�. Effective length K *L = .12 ft Y Unbraced Flange, L„ = 12 ft Curvature coefficient, C = 1 HSS4x4x3 /8 Applied Moment, M = .2.1 kip *ft X -X / Y -Y Axis I I (in) I A (in I (in I S (in I r (in) HSS4x4x3 /8 0.349 4.78 10.3 5.13 1.46 K *L, /r = 98.63 K *L /r = 98.63 C 111.55 C 111:55 F = 14.66 ksi (E2 -1) F = '14.66 ksi (E2 -1) F = 15.35 -ksi (E2 -2) F = 15.35 ksi (E2 -2) K *L /r > C then Fa (E2 -2) is used. -K *L /r > C, then Fa (E2 -2) is used. F = 14.66 ksi (E2 -2) F = 14.66 ksi (E2 -2) F ex = 15.35 ksi Fey = 15.35 ksi fbx = M = 0.00 ksi f = M 4.91 ksi If the section is compact, use the following values: Fbx = 0.6 *F = 27.6 ksi F = 0.66 *F = 30.36 ksi If the section is noncompact, use the following values: Fb = 0.6 *F = .27.6 ksi F = 0.60 *F = 27.6 ksi Stress Ratio Check (see AISC page 5 -54) fa /Fa = 0:54 f = P/A = 7.95 ksi When fa /Fa less or equal to 0.15, equation (1-11 -3) is used instead of (H1 -1) Equation (H1 -1) = 0.91 Equation (H1 -2) = 0.47 Equation (H1 -3) = 0.72 Stress ratio = 0.91 • Column ©1:5.xls 3/13/2007 11:03 AM - - . ... SQUARE TUBE STEEL COLUMN DESIGN (AISC 9th Edition) D +S= 15 +25 =40psf Project Name: ATC Building - Tigard / Project Number: A07042 Mark Number: 1.5 / Condition I 12 ft Axial load, P = 44.25 kips Yield stress, F = 46 ksi Trial Tube Steel Column Size: HSS4x4x3 /8 / Compactness: Compact XX - AXIS - Effective length K * Lxx = 12 ft Y Unbraced•Flange, L„ = 12 ft Curvature coefficient, Cmx = 1 "0 I '0 Applied' Moment, M, = 0 kip *ft H X - -- j - -- - X YY '- AXIS L E J..'1'J l.. ff Effective length K *L = 12 ft / Y Unbraced Flange, L„ = 12 ft Curvature coefficient, C = 1 HSS4x4x3 /8 - Applied Moment, Myy = - 1 kip *ft X -X /Y -Y Axis I I (in) I A (in I (in I S (in I r (in) _ HSS4x4x3 /8 0.349 4.78 10.3 5.13 1.46 K *L /r = 98.63 K *L /r = 98.63 C = 111.55 C = 111.55 F = 14.66 ksi (E2 -1) F8 = 14.66 ksi (E21) F = 15.35 ksi (E2,2) F = 15.35. ksi (E2 -2) K *L > C then Fa (E2-2) is used. K *L > C then Fa (E2-2) is.used. F = 14.66 ksi (E2 -2) F = 14.66 ksi (E2 -2) r„= 15.35 ksi F' = 15.35 ksi fbx = 'M = 0.00 ksi fby = My/Sy = 2.34 .ksi If the section is compact, use the following values: Fbx = 0.6 *F = :27.6 ksi F = 0.66 *F = 30.36 -ksi If the section is noncompact, use the following values: Fbx = 0.6 *F 27.6 ksi •F = 0.60 *F = 27.6 -ksi Stress Ratio Check (see AISC page 5 -54) fa /Fa = 0.63 f = P/A = 9.26 ksi When fa/Fa less than or equal to 0.15, equation (H1 -3) is used instead of (H1 -1) Equation (H1 -1) = 0.85 Equation (H1 -2) = 0.42 'Equation (H1 -3) = 0.72 1 1 Stress ratio = 0.85 Column @1.5.xls 3/13/2007 11:04 AM /�9 of • SQUARE TUBE STEEL COLUMN DESIGN (AISC 9th Edition) D +S= 15 +25 =40psf Project Name: ATC Building - Tigard / Project Number: A07042 Mark Number: Option.2 -1.5 / Condition II 12ft Axial load, P = 54 kips Yield stress, F = 46 ksi Trial Tube Steel Column Size: HSS4x4x3 /8 / Compactness: Compact XX - AXIS Effective length K *L, , = 12 ft Unbraced Flange, L„ = 12 ft Curvature coefficient, Cmx = 1 J - -- Applied Moment, Mxx = 0 kip *ft H X - � - -- I r - X 1 • 1 - AXIS f'f'fJ'.ff Effective length K *L = 12 ft Y Unbraced Flange, L„ = 12 ft Curvature coefficient, C = 1 HSS4x4x3 /8 Applied Moment, M = 0 kip *ft X -X /Y -Y Axis I t (in) I A (in I (in S (in I r (in) HSS4x4x3 /8 0.349 4.78 10.3 5.13 1.46 K *L, = 98.63 -K *L /r = .98.63 C 111.55 = 1 F = 14.66 ksi (E2 -1) F = 14.66 ksi (E2 -1) F 15.35. ksi (E2 -2) F 15.35 ksi (E2 -2) K *L /r > C then Fa (E2 =2) is used. - K *L /r > C then Fa (E2 =2) is used. F = 14.66 ksi (E2 -2) F '= 14.66 ksi (E2 -2) F ex = 15.35 ksi Fey = 15.35 ksi fbx = M = 0.00 ksi fb = M = . 0.00 ksi If the section is compact, use the following values: Fbx = 0.6 *F = .27.6 ksi F = 0.66 *F = 30.36 'ksi If the section is noncompact, use the following values: Fb = 0:6 *F = 27.6 ksi F = 0.60 *F = 27.6 ksi Stress Ratio Check (see AISC page 5 -54) fa /Fa 0.77 f = P/A = 11.30 ksi When fa /Fa less than or equal to 0.15, equation (H1 -3) is used instead of (H1 -1) Equation (H1 -1) = 0.77 Equation (H1 -2) = 0.41 Equation (H1 -3) = 0.77 t Stress ratio = 0/7 Column @1.5.xls 4/25/2007 5:35 PM IDD ) • c--- CIR)D IA 141F 12. = •5 INFIto 3 ..• /,6,. . • , ) 11.74 PA _ ROOF z(g ( ) rz 4. 64 17.12 .k 5 (24 .57z-5 . 54 (25 (7 5) * 101 ( , S7z.) kr FA B tef,4-LL - DL 14(1 = I Z. (9 I /ZooF 5_45,(1(18.‘572-) v. 0 • 46 1 3. K gooP S - Lai (2s) _k 1E5.s = I. coubrrioNi L z t /D. ts P 25.-0 —I— /4.9 3c1.9 K M x 3cr .q 6 2_) 7 F T- co ',JD ITIOL1 Z. 1 b S K B `T ki Soe._ 0 ce-r afghan associates, Inc. Arc z3, 776 Alz By: A-R A Date: MARCi4 ENGINEERING Project No.: A 0 42 4875 SW Griffith Drive 1 Suite 300 1 Beaverton, OR 1 97005 503.620.3030 1 tel 503.620.5539 1 fax www.ealeng.com Sheet #1) of: SQUARE TUBE STEEL COLUMN DESIGN (AISC 9th Edition) . +S= 15 +25 =40psf Project Name: ATC Building - Tigard / Project Number: A07042 Mark Number: 1A I Condition I 12 ft Axial load, P = 39.9 kips Yield stress, F = 46 ksi Trial Tube Steel Column Size: HSS4x4x3 /8 / Compactness: Compact XX - AXIS Effective length K *L, = 12 ft Y Unbraced Flange, L„ = 12 ft •0 Curvature coefficient, C = 1 ';r I .° Applied Moment, Mx, = 1.7 kip *ft H X f - - - J - -- - X YY AXIS Effective length K *L = 12 ft - Y Unbraced Flange, L = 12 ft Curvature coefficient, C = 1 HSS4x4x3 /8 Applied Moment,' = 0 kip *ft • ) X -X / Y -Y Axis t (in) I A (in I (in I S (in I r (in) HSS4x4x3 /8 0:349 4.78 10.3 5.13 1.46 K *L /r = 98.63 K *L = 98.63 C 111:55 C 111.55 F = 14.66 ksi (E2 -1) F = 14.66 -ksi (E2 -1) F = 15.35 ksi (E2 -2) -F = 15.35 ksi (E2 -2) • K *L > C, then Fa (E2 -2) is used. K *L /r > C„ then Fa (E2 -2) is used. F = 14.66 ksi (E2 -2) F 14.66 .ksi (E2 -2) F = 15.35 ksi Fe = 15.35 ksi f = M = 3.98 ksi f = M = 0.00 ksi If the section is compact, use the following values: Fb = 0.6 *F = 27.6 ksi F = 0.66 *F = 30.36 ksi If the section is noncompact, use the following values: Fb = 0.6 *F = .27.6 ksi F = 0.60 *F = .27.6 ksi Stress Ratio Check (see AISC page 5 -54) fa/Fa = 0.57 f = - P /A = 8.35 ksi When fa /Fa less than or -equal to 0.15,-equation (H1 -3) is used instead of (H1 -1) Equation (H1 -1) = 0.89 Equation (H1 -2) = 0.45 Equation (H1 -3) = 0.71 I Stress ratio = 0:89 Column ©1A.xls 3/13/2007 11:38 AM Rl2 of co LU►ifJ CP I B w/ Wf co NT Lot = .Q4)(78) t /St2S) /Z) 55 /• 4- k, we = (ro 62 0 3l X20,14 0 SI Kb . 12.3 4O.( f 9 ,.2le- as6 , rs 4pc4x sa co L. @ G IJb liS ;A.A I afghan associates, inc. A 8 _ By: f Date: PIP IC zoO7 ENGINEERING 0-204-2 Project No.: 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: � of: • • • L AT yLoDl2 PL-MV A10. 2 ; '1)A I J G, g'_3 , I ST -L DECD w/ z'" coil . TOP. • I b u CNA DL , 20G,A IEGK11 2.3 .p r _ aoNG2E7 E 2" 0,s ; frj /ELec /Fi1ZEpa. 7. 0 ��002 cod cFlc. 3. :42-g sAY 43 T5f w10,c '7.0 49.g. SA"( Ps r LL M. -z2- Lt vE (ZS• DEc..K ; ►r . .43+ 12-5 = 16& Ps f 8 - " Pau.: J75 >' x,4,15 tPgf . • , • • J /- @. el 3 " a/L 1 A->4 L = ).2.5 (.0 p L _ cd (8'• 25) _ 4:1.3 . /, WLL e I ZS(8,a5) = 10.31 #t vv 0)(12_ s cuTPUT C -2,0SS 43MS /2 R.D = - 413(IZ•.5 � 2 ) = 2.6 I< RLL = 1032( ) =6. SK GD JDIT /oN 2 'JD iTi0 2 ►. 1376" 1. a7s' GotJ /0 t.1 3 I UN/ Pv2M LD/4'D 1,f.1D� = 50( IZ ,S�� 25 /2- 51 =1563 -*" Ahan associates; inc. e A7C r)(-, — 6, /44z7) By: ARA- Date: M A2 Zo a 7 ENGINEERING A ,j�J 4875 SW Griffith onve I SuIte 3001 Beaverton, 012197005 Project No.: � �I /� 1`'r�r 503.620.30301 tel 503.620.5539 1 fax www.aeleng.com Sheet: Q °14 of: Untitled STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 10x12 1. Yield Stress, ksi: Fy = 50 Bending Stress: +M fb = 31.07 ksi 2. Bending (l<Lc), ksi: Fb = 33 for +M = 28.22 k -ft 3. Bending(Lc <l<Lu),ksi: Fb = 30 -M fb = 0 ksi 4. Allowable Shear, ksi: Fv = .20 for -M = 0 k -ft 5. Mod of Elasticity,ksi: E = 29000 6. Duration of load factor = 1 Shear Stress: fv = 4.82 ksi 7. Live Load: Deflect'n < L / 360 for V = 9.03 kips 8. D +L Load: Deflect'n < L / 240 9. Unbraced top flange Dead Load Deflection = .145 in in region of +M (ft): 1 = 2 Live Load Deflection = .363 in 10. Unbraced bottom flange = L / 412 in region of -M (ft): 1 = 12.5 D +L Load Deflection = .509 in 11. Bending coefficient: Cb = 1 = L / 294 12. Allowed overstress,% /100 = 0 Allowable bending stress: for +M: Fb = 32.83 ksi 13. MAXIMUM Nominal WF Depth = 36 for -M: Fb = 6.96 ksi 14. MINIMUM Nominal WF Depth = 0 Cross Beam Condition 1 STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 10x12 1. Yield Stress, ksi: Fy = 50 Bending Stress: +M fb = 30.06 ksi 2. Bending (l <Lc), ksi: Fb = 33 for +M =.27.3 k -ft 3. Bending(Lc<l <Lu),ksi: Fb = 30 -M fb = 0 ksi 4. Allowable Shear, ksi: Fv = 20 for -M = 0 k -ft 5. Mod of Elasticity,ksi: E = 29000 6. Duration of load factor = 1 Shear Stress: fv = 2.43 ksi 7. Live Load: Deflect'n < L / 360 for V = 4.55 kips 8. D +L Load: Deflect'n < L / 240 9. Unbraced top - flange Dead Load Deflection = .104 in in region of +M (ft): 1 = 2 Live Load Deflection = .259 in 10. Unbraced bottom flange = L / 555 in region of -M (ft): 1 = 12 D +L Load Deflection = .363 in 11. Bending coefficient: Cb = 1 = L / 396 12. Allowed overstress,% /100 = .01 Allowable bending stress: for +M: Fb = 32.83 ksi 13. MAXIMUM Nominal WF Depth = 36 for -M: Fb = 7.56 ksi 14. MINIMUM Nominal WF Depth = 0 Cross Beam Condition 2 STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 10x12 1. Yield Stress, ksi: Fy = 50 Bending Stress: +M fb = 18.78 ksi 2. Bending (l<Lc), ksi: Fb = 33 for +M = 17.06 k -ft 3. Bending(Lc<l <Lu),ksi: Fb = 30 -M fb = 0 ksi 4 Allowable Shear, ksi: Fv = 20 for -M = 0 k -ft 5. Mod of Elasticity,ksi: E = 29000 6. Duration of load factor = 1 Shear Stress: fv = 4.85 ksi c__) 7. Live Load: Deflect'n < L / 360 for V = 9.1 kips Page 1 Ric ie/ • Untitled M 8. D +L Load: Deflect'n < L / 240 _/ 9. Unbraced top flange Dead Load Deflection = .094 in in region of +M (ft): 1 = 2 Live Load Deflection = .235 in 0. Unbraced bottom flange = L / 612 in region of -M (ft): 1 = 12 D +L Load Deflection = .329 in 1. Bending coefficient: Cb = 1 = L / 437 2. Allowed overstress,% /100 = 0 Allowable bending stress: for +M: Fb = 32.83 ksi 3. MAXIMUM Nominal WF Depth = 36 for -M: Fb = 7.56 ksi 4. MINIMUM Nominal WF Depth = 0 Cross Beam Condition 3 STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 10x17 1. Yield Stress, ksi: Fy = 50 Bending Stress: +M fb = 29.17 ksi 2. Bending (l <Lc), ksi: Fb = 33 for +M = 39.38 k -ft 3. Bending(Lc <l<Lu),ksi: Fb = 30 -M fb = 0 ksi 4. Allowable Shear, ksi: Fv = 20 for -M = 0 k -ft 5. Mod of Elasticity,ksi: E = 29000 6. Duration of load factor = 1 Shear Stress: fv = 5.41 ksi 7. Live Load: Deflect'n < L / 360 for V = 13.13 kips 8. D +L .Load: Deflect'n < L / 240 9. Unbraced top flange Dead Load Deflection = .123 in in region of +M (ft): 1 = 2 Live Load Deflection = .307 in 10. Unbraced bottom flange = L / 469 } in region of -M (ft): 1 = 12 D +L Load Deflection = .43 in _ 11. Bending coefficient: Cb = 1 = L / 335 12. Allowed overstress,% /100 = 0 Allowable bending stress: for +M: Fb = 33 ksi 13. MAXIMUM Nominal WF Depth = 10 for -M: Fb = 10.91 ksi 14. MINIMUM Nominal WF Depth = 0 Page 2 R1,6 • C-OLUM I.. e 'D EM TIRE STDR. „ ^ Z - ) G,9N:S; ! _ - ) 1' = 50 (I 2 (1,0) k ©pTr o klA-u. S 1 DE Pst, z 1 25(12, S) (4) r_ 9• ' • .c-rDwD 1 Dt .AtL • ( 1 2 T = 1.3 2-1-15 = 2 4 lK M =5 CPN1)ITILNl 2 ; 1)-1 / .b T' 13,2 =17.O NT --q3. Z — 3 •is)( 1. (o FT —K 3 u3E 1 Ts4x4K. _ . . l 0 71 ken = 2-40,4 K. A - zG,47Z,0 = 13.2_ S. (.15e 4y.4)<1 w/ (6 )it 1- E. �T AA .I afghan associates, inc. ATG 5 t) 6 — T AR E) By: - RA- Date: ArPrz 2007 ENGINEERING Project No.: Aco 70 0 4875 SW Griffith Drive I Suite 300 1 Beaverton, OR 197005 503.620.3030 1 tel 503.620.5539 1 fax www.aaieng.com Sheet: 4/7 of: SQUARE TUBE STEEL COLUMN DESIGN (AISC 9th Edition) D +S =50 +125= 175psf Project Name: ATC Building - Tigard / Project Number: A07042 co N -D - 1 Mark Number: Dead Tire Stor. 9.5 ft Axial load, P = 26.4 kips Yield stress, 'F = 46 ksi Trial Tube Steel Column Size: HSS4x4x3 /16 / Compactness: Compact XX - AXIS Effective length K *L, = 9.5 ft Y Unbraced Flange, L„ = 9.5 ft Curvature coefficient, Cmx = 1 Applied Moment, M, = 0 kip *ft H X 1- - - - - - X i YY - AXIS y � Effective length K *L = 9.5 ft Unbraced Flange, L„ = 9.5 ft Curvature coefficient, C = 1 HSS4x4x3 /16 Applied Moment, M = 0 kip *ft X -X /Y -Y Axis t (in) I A (in I (in") I S (in I r (in) HSS4x4x3 /16 0.174 2.58 6.21 3.1 1.55 K *L, /r = 73.55 K *L = 73.55 C 111.55 C '111.55 F = 19:17 ksi (E2 -1) F = 19..17 ksi (E2 -1) F = 27.61 ksi (E2 -2) F = 27.61 ksi (E2 -2) K *L,,/r > C then Fa (E2 -2) is used. K *L /r > C then Fa (E2 -2) is used. F = 19.17 ksi (E2 -2) F = 19:17 ksi (E2 -2) F ex = 27.61 ksi F. = 27.61 ksi fb = M = 0.00 ksi f = M = .0.00 ksi If the section is compact, use the following values: Fb = 0.6 *F = .27.6 ksi F = 0.66 *F = 30.36 ksi If the section is noncompact, use following values: Fb = 0.6 *F = 27.6 ksi F = 0.60 *F = 27.6 ksi Stress Ratio Check (see AISC page 5 -54) fa /Fa 0.53 f = -P /A = 10.23 ksi When fa /Fa less than.or equal to 0.15, equation (H1 -3) is used instead of (H1 -1) Equation (H1 -1) = 0.53 Equation (H1 =2) = 0:37 • Equation (H1 -3) = 0.53 ) Stress ratio = 0:53 Column @Mezz2.xls 4/2/2007 4:41 PM Rig; Lf SQUARE TUBE STEEL COLUMN DESIGN (AISC 9th Edition) D +S =50 +125= 175psf Project Name: ATC Building - Tigard / Project Number: A07042 47•1b• a Mark Number: Dead Tire Stor. 9.5 ft Axial load, -P = 17 kips Yield stress, F = 46 ksi Trial Tube Steel Column Size: HSS4x4x3 /16 / Compactness: Compact XX - AXIS Effective length K *L, = 9.5 ft Y Unbraced Flange, L„ = 9.5 ft •• Curvature coefficient, C = 1 0 I Applied Moment, M, x = 1.6 kip *ft H X - -- - -- 00, - X YY - AXIS J • �ffi: "f'Ir/' Effective length K *L = 9.5 ft I Y Unbraced Flange, L„ = 9.5 ft Curvature coefficient, C = 1 HSS4x4x3 /16 Applied Moment,'M = 0 kip *ft X -X / Y -Y Axis I I (in) I A (in I (in I S (in I r (in) HSS4x4x3 /16 0.174 2.58 6.21 3.1 1.55 K *L /r = 73.55 K *L = 73.55 C 111.55 C 111.55 F = 19.17 ksi (E2 -1) F = 19.17 ksi (E2 -1) F = .27.61 ksi (E2 -2) F = 27.61 ksi (E2 -2) K *L /r > C then Fa (E2 -2) is used. K *L > C then Fa (E2 -2) is used. F = 19.17 ksi (E2-2) F = 19.17 ksi (E2 -2) Fex = 27.61 ksi F = 27.61 ksi f = M = 6.19 ksi f = M /S = 0.00 ksi If the section is compact, use the following values: Fbx = 0.6 *F = 27.6 ksi F = 0.66 *F = 30.36 ksi If the section is noncompact, use the following values: F = 0.6 *F = 27.6 -ksi F = 0.60 *F = 27.6 ksi Stress Ratio Check (see AISC page 5 -54) fa /Fa = 0.34 f8 = P/A = 6.59 ksi When fa/Fa less than or equal to 0.15, equation (H1 -3) is used instead of (H1 -1) Equation (H1 -1) = 0.64 Equation (H1 -2) = 0.46 Equation (H1 -3) = 0 :57 Stress ratio = 0.64 Column @Mezz2.xls 4/2/2007 4:41 PM R/ OP J oI STS 4 D o/G 3)1_. = 5 9'S /2SP- wLL = (/ )(4) 6 #b w71_ L ( ( 4 ) r4 loo #/, 7725' / 8 L N D7 -r7 4/ - - - GUL� Cain) = 5 / 3 � }moo (An- = 609 ' % 7oC C('/ O r'^ AA A I afghan associates, inc. AT G 131-1) C-, — T l G� 14-72 h By: A Date: M R WD-1 ENGINEERING ,I 4875 SW Griffith Drive I suite 300 Beaverton, OR 1 97005 Project No.: 0 7D A r7 503.620.3030 I tel 503.620.5539 I tax L www.eaieng.com Sheet: �Z� of: > Mg- C-Pg. UN /Ts • 21/4 IT 6 3 x 2 -9 Ltdk$ 5 8 x 3 = D" X 14" - ‘0) (1.15) Te 645 * 'goo 3)1. 15 PsF kooF SI, _ 2-5 PSF ?MU = 6'45/547 (3' = 3Yt. ls.F L4x4 IA = 6 ( 4.5 4/ � o2 /, WMu (3?,)(I 5. c s 0/ s =(25)(3.0) = '75 I ULT. 102.1-75 = ►77. /- 7Z---r L X 0• /77(5 (.79(�b D -71/ F7— K. 6 4 /' %) = 1(0 _ 349 0 a447 (Ieo) U�Y� - 0.911 b= 0.6 ( 0.911 ) (3(..) = 19.7 ksi M d 1. D 5 ( // Z = VI > 0,- 71 r e . s r< z s �-- R aL = /02 ( � C-7) /2 z9 o# z,5# 240 DL X10 f5 3 JI.S P/Irv 1 , = 0.57)5( I S ) D . ' ( o / 7 —K < e r t if se< 2)5 Zeit) 4- 2)L scoop WE Lei x42 ke i AA I afghan associates, inc. .7G LAC-, - 71 fi -gD By: ,4 A Date: A-PR zoo 7 ENGINEERING —1o4- Project No.: 4875 SW Griffith DrIve I Suite 300 I Beaverton, OR I 97005 503.620.3030 I tel 503.620.5539 fax www.eaieng.com Sheet: b °2I of: ) MEOH U0ITs_ Lr1TEeA-L. s D s = 0,43a ap _I•o RI) ,- 2.s _ ., << . �� 51.! C p _ 0,4- a SDS Wp !. • +2 _ °'± 1 (•L3 H. Z Ca w = .302wp Rp�� h 2 . P(1 , 1151)) = (0' ( p r- 0.22 Wp Fp045D) _ D,22(atil _ /42 .* A/I.1D -- T= c c %% z. - /(. - /5,©Psf P _ C 5, 6,17),(2.7 S - L. 1 ?0 = 3 6 3 * -,=> vW I WI) c-0 K171?-01.. it A4LTU -L. iJt. = 5 56,o 0- A; et Mo- ._ 1.5(363)(Z•7SiZ) _ - 7 4c7 F7 �G z• 7= c = 749/3.0 = 2 SD 4 _A 3' -P<, /SIDE = 5 %z) = Z8C ..--> o1G — — z Mol : I. 5 (363) ( 1 1.1 .t,21 = x, FT -4t- Tv.. c = 1 0 763 ,D = 3(0 NE-7 U?1 FT 36o •- 2 W gb co 11.10:12 w/ 2D G fit (M it.] . DE-e-14- 74,,,A.... 9 2 O. 3') / 23 # _ (-) ,', CZ ►.10 E-cTl0 N RE-0 U 1,12/s-b FvrL St—ft 14..1C . D F MO , I 2_ = 5 1 2_ 4 6 = Z.3 ( 2- - , s i b ) E - ro7/a. -L 2 4 I = 3/5 tD Ilik I afghan associates, inc. ATC 'S LbC-, - T 1GAg t By: A R Date: 4'Piz Z007 ENGINEERING � ,/, Gi 4875 SW nn Drive I Suite 300 Beaverton, oR I 97006 Project No.: �( ��+�� T 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: 1122 of: • / IIII • "3 X3 S► '( ZD6 -- . Jto fsj 5 TA -e.-1 25,33/ , = . Tr_ /6• 3 = Z W y .05 + I 5)(3 S72-) SS # / 35� /� W z ( 3 3.5' • 53 a� 140 #. .1)L 2- • • • • AA afghan associates, inc. A- l C 8L•DG, - Y/aiA-RD By: A Date: 114 ENGINEERING #Z Project No.: 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax n�� RZ3 www.aeieng.com Sheet: /� of: • £L:E/LIEAI TS S�ISMIr` • c y = 1-0 / Z p _ 2. 5 . 7 7 1 , I . 0 Sp = O. - . _ ._ - ---_ D. 4 4-- sb3 Wp ( �2 F ( 1+ 2 C ►) => f .c 0. 3 VVP 2. SA.0 Fp = t 0, 3a2 V (ULTIMATE) F = 0.30 (0,7') 'Wp = .212 Wp ( v ISD) b " GM u c-7,eo ww-D 141, •sD (PSF) 'Fu (PsF) 7E3 /6.5 23.6 i6'' 60 1.2."7 1b .1 24" �s .I1.7 1(0.6 32 52 /1. /5.7 -41o" 5r) 10,(0 15.1 A , v 49 )0.4 ( WIND ?= Ce ;$ Ir/ p = /5•opsp pole. Llsi/JG I6c 1 OA-D GOM 61 tJAT10N S /605,• 2 - 1 51.3 z ) Pw = 11.6 I Z P s F /`1/`"'. • a fghan • assoc inc. i 7 C-. 8 L D G B y ARA_ Date: M BIZ •207 ENGI -N- EERING � Project No.: • 4875 SW Grath Drive I Suite 3001 BeaveAOn, OR 97005 503.620.3030 I tel 503.620.5539 I fax www.ealeng.com Sheet: IN/ of: 1/1/4.5— • FR.DN r 14/ A" WS?) H 2-1 C- OLUMI.tS 24 x I(o Rod.F it = 29025 Zoo- S L _ ( 2sCZS) t ►o ',)(6 = 9`, W t A .:2..5.23 - 3 , 33)(z1D -Iz)(e o) 1.33(I LO ( is) .� ( 14) 1$) . 4, 300* wIND p. ►S ( A </oos.F 14' 21 W . IS (3.33N ✓Fo•# , Mrno c_ 3605, (/' /7,/00 FT _pp 38 f 5V ( 4 3605— 206$ 5 I;ISM1C. D IG $'-( ZoSPEC,TION I 4 A (40)(2- +„ Z4 r = FT-7; r _ � z (i6 9 Z 442_ )/ (ZI)C /4.a.z = 54.6 < cr F w, = 7- 0(1;770) _ 1125 4- Siu..te d Pa_ z Pa_ :D,2S� 1�n +0•�v;Qs f) ` I- ( .0,25 0(0(2q) 1 - ab) j=izziA r t _ / 22 31$ ps i /a ) F6, = 1 /3 (15o0) = 500 psi h &s 2 5 _ AA I afghan associates, inc. LTG B LIB G - 7/67,?/) By: ALA Date: MA-R. 2007 ENGINEERING �1� 4875 SW Griffith Drive Suite 3001 Beaverton, OR 97005 Project No.: rT(/70 4Z 503.620.3030 I let 503.620.5539 I fax www.aaleng.com Sheet: V1/2. of: . M = .292 / 1 52)(2)= ( o /O T -44 M ss = 4775 ( ) = f95 F T - Z M s L = = q q,is fir—St L.0 14-D GO mg. I) t X25 t W P T 4 7 . 2 r 47 ZS i - 24;300 Hr /7. /DOS -/- 6/07,49e FT — F# 77p5i 2 � I) C ") 77 = D• a�fo2 f 3/ ;J =.. (1. 33_ 0. o?c(2) o ) 544 PS ; t 3,b1 ll. 0 _ 5 4 2 $ ( 1 1 , t ) _ 8.• 33 �J K /82J.0 6-047 er ° " O447 X5,28' c 6. A5CTor.A -0 _ oZ.6IS }(24)(11.8 -1 l 0.52 1.112. � . CMik+) = . 00 2S (I(o) (24) = 0.9(0 m AA I afghan associates, inc. ATC 15LT) &1 _ TI G k b By: A-R 4 Date: 1r1P.R 2D ENGINEERING tt1�^� 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 1 97005 Project No.: V ! 4-2. 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: W3 of: • . .Gc2 LUMk C� • 4 1 1 _4 t, ' pE //.lta, •1 ©"12 '3 o" ` %_ Vd: 3 '_4 a zi . 63°F 0_5) (33•( + 3,33) : ,5/5 e = .2 t .60_• • :1zooF -- S L .(25 +s -z) -( 3) �t _ ? -195 • • _ • • • . WA -l. •'D L . 6 0 2 - 4 t . 5 ) . C z t s). 1 ., _ 606.35 • . • • • • • - - • SEISMIC � T/r44Ta fc 23 -( 7 &ssUM� _Sp`iA o --� � � W = 2 3 • � (3.3 3 3� - m ese 0 2.1 W 234, (cis .223 F 1"11 = zi Leo ( c d. FT —K. 2ZS 14) * 7 --( 6 ) - lEs4 l., ► +4 i) (5E4- vI.c .) _ /Z. ps $ ws- 1Z /4 0 /, / GoL- - STi21/? goo F a L , /5 .5E- /sm(c_ ; kid = */, taDOF Sr_ ._ 6055 - ; t.• 4o5 @8" O,G. �• -_ /`1/`1 I afghan associates, i > G 51.-D Gt _ T/ &,i D By: AR 4 Date: MAR 2007 ENGINEERING Project No.: A 4Z-- 4875 SW Gn ith Drivel Suite 3001 Beaverton, OR 1 97005 503.620.3030 I tel 503.620.55391 tax www.aeleng.com Sheet: W4- of: • Full Grouted Wall Design East wall - btw overhead 8 (A) Enter the following Wall Properties Solid Mfa -►D 0012- (1) Wall (psf)= - 5,5 Equivalent _ (2) Wall Height (ft)= 21 (3) Wall Material ( Brick/Cmu)= •cmu , (4) Wall thicknes (in) 8 (5) Wall wt at mid height ( plf)= - . " - 2650 . (B) Enter the following Design Parameter (1) Wind exposure /Speed ' 'B180 (2) Seismic Site Class Q; : (3) Steel stress ( psi) = :60000 (4) Material Stress fm ( psi) = '1500' . (5) Reinforcement Placement (edge /center) = edge. (6) Modulus of Rupture ( 4/2.5) = 4 (7) Modulus of elastisity (750fm) = 1125000 (8) Roof Dead Load (plf) = 155 (9) Snow Live Load (plf)= 659 (10) Roof Load eccentricity = 6 (11) reinforcement in ^2 /ft = 0.465 #54 @8" o.c Ver1. ,1 (12) Seimic coefficient = 1" ; FA-C-1.1 F4CE (13) Wind Pressure (plf) = 34.2 (14)d= 5.3125 (15) n = 25.77777778 (D) Load Combination (1) 1.2D +1.0E +0.2S (Seismic) (2) 1.2D + 1.6W + .5S (Wind) (E) Calculated Wall Properties Grouted t (in) = 7 5/8 tf (in) = 1.25 reinforcement ©b = 12 bw (in) = 12 Ig (iO4) /ft = 443.3222656 Sg (inA3)/ft = 116.28125 fr = 96.82458366 Mcr (in lb) = 11258.88362 Siemic (1) Wind (2) (F) Calculated design Properties Service Load Factored Load Service Load Factored Load Load (plf) = 55.5 55.5 34.2 54.72 Dead Load +Wall ( plf) = 2805 3366 2805 3366 Snow Load ( pif) = 659 131.8 659 329.5 Pu (Ibs) = 3497.8 3695.5 (Pu +AsFy) /Fy = Ase = 0.523296667 0.526591667 (Pu +AsFy) /0.85fm'b = a= 2.052143791 2.065065359 c = 2.414286813 2.429488658 Ase *n *(d -c) ^2 + 1/3bc ^3 Icr = 169.5957056 170.1861736 w5 of • Partially Grouted (G) Deflection Iterations Seismic (1) Wind (2) 'Delta 1 = 0.000 0.000 Ms1 = 39155.250 25065.300 Delta 2 = 1.117 0.626 Ms2 = 43022.869 41324.924 Delta 3 = 1.251 1.188 Ms3 = 43487.368 43270.918 Delta 4 = 1.267 1.255 Ms4 = 43543.154 43503.819 Delta 5 = 1.269 1.263 Ms5 = 43549.854 43531.693 Delta 6 = 1.269 1.264 Allowable Deflection (in) = 1.764 1.764 Status OK OK Partially Grouted (H) Moment Iterations Seismic (1) Wind (2) Delta 1 = 0.00 0.00 Ms1 = 37761.99 38639.28 Delta 2 = 1.07 1.10 Ms2 = 41498.39 41791.59 Delta 3 = 1.20 1.20 Ms3 = 41951.50 42194.08 Delta 4 = 1.21 1.22 Ms4 = 42006.45 . •42245.47 Delta 5 = 1.22 1.22 Ms5 = 42013.12 - 42252.04 Delta 6 = 1.22 1.22 Ms6 = 42013.92 42252.87 Allowable Moment Mn (lb in) = 121125.9711 121704.9367 Status OK OK Summary 8 CMU -Wall Partially grouted w/ #5 @ 8" o.c Vert. 15. vvto L I NTE, L 1E-5 ,f.l 1c ■ L : /0,3 — .4114116._ 1 : k 0oF bL = {0 5)(3) = 541- -/i 9, 33' .IZoop s L r = . (ZSSt 1 52) (3' = 23101, , WML b L _ 6 o (2.75) >= 1405 M► _ ` 45b(1o33) _ 6o/OFT-0 6 8 L/$ d = (4)0 6 = 42- 2 = 5 0 0 (7.6 ZS) (.4Z -) _ 93,5 � - � M I KI . Ia E I ►J F. o Ic- ...I Id- 6010 l2) . c o. act, in2 L A 7 E i 2 44-L P s /z . ? P s / flwi,J b = Is Ps/= .. c,.,,v i - 1, ID 24" wLu1,.t D /.S (4 + 2) = 90 M _ 4,t) ..t 2 : 9'o (/0.3 ._ -I Zoo Fr- fb = 1,33(50o) = 6, 6,7 p,, a J14- l zoo ( /Z) 4 ( P: •010 ?::: 'OH 2 /2S,7 = 33 x)0 As= 3.9 x Ia - 4 (z4)(.i' = •035" --,__ Use /-1/AL 2Ei.1.4 ilk A' _ I afghan associates, inc. ATC- 131-1)& - 7/ c i4 fZW B 4_ Date: M R R. zon7 ENGINEERING Am �r 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 1 97005 Project No.: t1 V 70 c 503.620.3030 I tel 503.620.5539 I fax www.eaieng.com Sheet: Ii1/7 of: • N 02771 -, u s (C'.gF-r) „ H : 2z e Psi "C y P l c.Art. G t-e_au T SOIL 'PR-assume 45 ,c,-F ,4 '= 4-5(4..0) : 1 bo F S DI.L TES -4-1_ ; 50) = S (.4.0) .(a7,MA7E) s ISNt 7 12, o W U = o w/ 1. (1:8-27:6) _ 2'k: #/, 7 W = ( -1 ) C? 3. I, o _- - Wu 1.f (ZD• 32,0 #/) 3Z r t etg t 615 /5•"5— o.$5 D.3 FT -K Cfa - " :) = 3 #/i v j ,..j 7 l kis ' o- D = 1: erP - /, - t W = /L.O 12 /, - 18'0' x /, °~ 6:5 /53 0 -4 3 a.fiK M 50M4x) , a• q.3 FT-K ws =O�q ( R OOF »L= /00r: Sc . . 25 25 109 (55)(z% rt 4 a 2 5 „ AA I afghan associates, inc. Arc_ j30--)61 — T /tr2 By: ,4 R14- Date: MAR wog ENGINEERING Project No.: A-a? t) 4 - 4875 SW Griffith Drive I Suits 300 Beaverton, OR f 97005 503.620.3030 I tel 503.620.5539 I fax (� www.eaieng.com Sheet: Wb of: Full Grouted Wall Design North Wall - 4.0' Retained (A) Enter the following Wall Properties Solid (1) Wall'Weight (psi)= 31 ' Equivalent (2) Wall Height (ft)= , -- 22 (3) Wall Material (Brick/Cmu)= • ' - cmu (4) Wall thicknes (in) 8 (5) Wall wt at mid height ( plf)= _ • 825 (B) Enter the following Design Parameter (1) Wind exposure /Speed i ' -. •B /80, (2) Seismic Site Class • D (3) Steel stress ( psi) = 80000 (4) Material Stress Pm ( psi) = ., :'.. 4500.'. (5) Reinforcement Placement (edge /center) = . Center (6) Modulus of Rupture ( 4/2.5) = 4 (7) Modulus of elastisity ( 7501'm) = 1125000 (8) Roof Dead Load (pif) = • ' '4450 (9) Snow Live Load (plf)= '735 (10) Roof Load eccentricity = .2 (11) reinforcement inA2 /ft = 0.465 ; #5 @'8" ,o.c Vert. Cntr of Wall (12) Seimic coefficient = 1_ (13) Wind Pressure (pif) = • 15 (14)d= 3.81 (15) n = 25.77777778 (D) Load Combination (1) 1.2D +1.0E +0.25 (Seismic) (2) 1.2D + 1.6W + .5S (Wind) (E) Calculated Wall Properties Full Grouted t (in) = 7 5/8 tf (in) = 1.25 reinforcement @ b = ' 12 bw (in) = 12 Ig (in^4) /ft = 443.3222656 Sg (inA3)/ft = 116.28125 fr = 96.82458366 Mcr ( in lb) = 11258.88362 Siemic (1) Wind (2) (F) Calculated design Properties Service Load Factored Load Service Load Factored Load Load (plf) = 31 31 15 24 Dead Load +Wall (plf) = 1275 1530 1275 1530 Snow Load (plf) = 735 147 735 367.5 Pu (Ibs) = 1677 1897.5 (Pu +AsFy)/Fy = Ase = 0.49295 0.496625 (Pu +AsFy) /0.85fm•b = a= 1.933137255 1.94754902 c = 2.274279123 2.291234141 Ase *n *(d -c) ^2 + 1/3bc "3 icr = 77.02247614 77.64313497 W9 et • • Partially Grouted (G) Deflection Iterations Seismic (1) Wind (2) Delta 1 = 0.000 0.000 Ms1 = • 23691.000 12075.000 Delta 2 = 1:206 0.232 Ms2 = 26114.092 24156.766 Delta 3 = 1.409 1.236 Ms3 = 26522.160 26175.168 Delta 4 = 1.443 '1.404 Ms4 = 26590.882 26512.365 Delta 5 = 1:448 1.432 Ms5 = 26602.456 26568.698 :Delta 6 = 1.449 1.436 Allowable Deflection (in) = 1.848 1.848 Status OK OK • Partially Grouted (H) Moment Iterations Seismic (1) Wind (2) Delta 1 = 0.00 0.00 Ms 1 = 23261.70 18609.00 Delta .2 = 1.17 0.77 Ms2 = 25223.03 19801.68 Delta 3 = 1.33 0.87 Ms3 = 25498.62 19989.78 Delta 4 = 1.36 0.89 Ms4 = 25537.34 20019.45 .Delta 5 = 1.36 0.89 Ms5 = 25542.78 20024.13 Delta 6 = 1.36 0.89 Ms6 = 25543.54 20024.86 Allowable Moment Mn (lb in) = 75690:15274 76061.18614 . Status OK OK Summary 8 CMU Wall Fully grouted w/ #5 @ 8" o.c Vert. Cntr of Wall Wla of ble2aat 1-yA- LL-s _az! _ 44)1 /6701./?_.) -1- Pi 1e.Z.1.1 St. i. "PR.:Ess ute.e. 4 Pc.-f 6 4..t 7.= bIL ; 04) (01.rimA75) S IC 7 tZ CVC- c -7 w 0 ; tu I. (z 7 • --> 5z- r 13, a h , 4,0 w 6Essl , 4/. D g/ (Iv!c) vv 1.1 o 7 Uis -:— 0 L4-) 29.2 Z-q : 3 .1* A 2- a 1 •, 6:5 /5;5 M5CM1A-x) I • 9 f FT-K Roof DL= " = 9 () 41 "/ 100 F S L.2.5"(z5)., 09] k-A-L-L W. 655) (z2/„ t 4) 5 ) AAI afghan associates, inc. AT i!"14)6, - T IG A-ST) By: ARA Date: N1Par... 26D7 ENGINEERING 4 4875 SW Griffith Dr Project No.: 07 Z. I Suite 3001 Beaverton, OR I 97005 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: t I) of: Full Grouted Wall Design North Wall (A) Enter the following Wall Properties Solid • (1) Wall Weight (psf)= - °"86 ' Equivalent (2) Wall Height (ft)= �2 (3) Wall Material ( Brick/Cmu)= cmu • (4) Wall thicknes (in) 7 8 (5) Wall wt at mid height ( plf)= 025 (B) Enter the following Design Parameter (1) Wind exposure /Speed B/80 (2) Seismic Site Class D,, (3) Steel stress ( psi) = "x 60000 (4) Material Stress fm ( psi) = 1500• (5) Reinforcement Placement (edge /center) = 'edge (6) Modulus of Rupture ( 4/2.5) = 4. (7) Modulus of elastisity (750fm) = 1125000 (8) Roof Dead Load (plf) = 450 (9) Snow Live Load (plf)= 735 . (10) Roof Load eccentricity = 2 (11) reinforcement inA2 /ft = 4465 - ` #5 @4" o:c Vet: Each Face (12) Seimic coefficient = 1 ' (13) Wind Pressure (pif) = 31 (14)d= 5.3125 (15) n = 25.77777778 (D) Load Combination (1) 1.2D +1.OE +0.2S (Seismic) (2) 1.2D + 1.6W + .5S (Wind) (E) Calculated Wall Properties - • grouted t (in) = 7 5/8 tf (in) = 1.25 reinforcement © b = 12. bw (in) = 12 Ig (in ^4) /ft = 443.3222656 Sg (inA3)/ft = 116.28125 fr = 96.82458366 Mcr (in lb) = 11258.88362 Siemic (1) Wind (2) (F) Calculated design Properties Service Load Factored Load Service Load Factored Load Load (plf) = 66 66 31 49.6 Dead Load +Wall (plf) = 1275 1530 1275 1530 Snow Load (pif) = 735 147 735 367.5 Pu (Ibs)= 1677 1897.5 (Pu +AsFy) /Fy = Ase = 0.49295 0.496625 (Pu +AsFy) /0.85fm *b = a= 1.933137255 1.94754902 c = 2.274279123 2.291234141 Ase *n *(d -c) ^2 + 1/3bc ^3 Icr = 164.3504647 164.9699098 VV/2- of • Partially Grouted (G) Deflection Iterations Selsrriic'(1) Wind'(2) Delta 1 = 0.000 0.000 Ms1 = 49101.000 23691.000 Delta 2 = 1.650 0.650 Ms2 = 52417.077 50407.933 Delta 3 = 1.780 1.695 Ms3 = 52678.795 52508.623 Delta 4 = 1.790 1.778 Ms4 = 52699.451 52673.796 Delta 5 = 1.791 1.784 Ms5 = 52701.081 52686.783 Delta 6 = 1.791 1.784 Allowable Deflection (in) = 1.848 1.848 Status OK OK • Partially Grouted (H) Moment Iterations Seismic (1) Wind (2) Delta 1 = 0.00 0.00 Ms1 = 48671.70 37194.60 Delta 2 = 1.63 1.18 Ms2 = 51410.13 39153.21 Delta 3 = 1.74 1.26 Ms3 = 51 39298.60 Delta 4 = 1.75 1.26 t ) Ms4 = 51602.32 39309.39 Delta 5 = 1.75 1.26 Ms5 = 51603.11 39310.19 Delta - 6 = 1.75 1.26 Ms6 = 51603.16 39310.25 Allowable Moment Mn (lb in) = - 115685.651 116354.8555 Status OK OK • Summary 8 CMU Wall Fully grouted w/ #5 @ 8" o.c Vert. Each Face �/ I3 of :'NOPTN WA-Lt. C MEZZ @ 07 e1J 3 v\/5D L .= /.,35 j 0 i c tOF .e. = 2 1-1=1 .20oF ?'L = (/.3)(/8)( -= I5 go 0_F S L = (1 3(25) + '10°13 1, 33 _ SbD W� W. - = ( 33 1: f o4o� -- — MpL = 515 (Z /IZ) EE FT- M.s1. = 5 ( - Az) = 100 Fr-4. 1 Mss. = I I J) = 57� FT-4- MEZZ : tE _ 6 ft N r_ /O r MEZZ. 2Z = uo (3.5) (Ir3 = 37S # ME -ZZ 1,-L = 125 (3.5) (1.3' = 585 k/A-L L 14) , c 7i5 (6+110)(1.35 ') = 2.1 2 - MMpL_ = 3 = E FT - ik MfHU, - S t.15 ( 112) = ki,W. = 15 CI , 33,- Z0* /, WE = /66'1 5( 11 33) rz. 22 (A - SSU ME. 1. F,) Pa 'W = 450.33)=6 1 4 RET4 ; W c(45 +5(1)) 1.33 = 6 2D Ali 105 55F w fNt); M rna4 � 0 , 55 �— e 2 , . eir4 Z Z / ' n1c,, = O, Se, @ Z 12 WWI) i 12/ -'s M I mwx --O,6 2 4E5SFr - 45 ft t0' I0 / 60#/ 684/, IMMIN f+INII Ilk �' ` I afghan associates, inc. �}TG 131,_D6.-7 - 7�G By: "9/2-14- Date: M4k zoo 7 ENGINEERING �7D Project No.: 4875 SW Grtffith Drive I Suite 3001 Beaverton, OR 197005 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: wlei- of: • ) 'p c '3)54 5 O t 3 75 t 5b5 -}- z18.95 — 3750 MT rz. Gon Fr_ # _ ! 2.0 a) _ 65.8 99 - A 0 r' 2 19 -SS UME - (D r 25 t ►+ 4 T • T P 5 ' Cor - a .25 (1 Soo) (I c:,) (vZS) l- 6'S, ) Z � = 3 . (2 • f fO _ 35.E .29.2 Ps; F = 3 Os _ sates psi C )(i 6 25 ) Zs-, 7: �0. _ 3750 30,8 P5 000 620 fa.- _ 30� = 0705 29.2 b = ( /4 Ps cy l = 7,62% 3.81 - _ 1 4 0 6 ) _ 23, 8' / ' _ . ads K DOSS 78 = I. qt./ ) /r7 -1 A 1,94,y,10 A012 7,1 'QS ( rwG,ti) .OD 25 t (7,G z = O. 305 in = 41-S Ca )(D o /c. c_.17 WALL SEISMIC DIG_ p,.( IAJSP - C-Tivti AA afghan associates, inc. Al G BLE)Lst T1G- 7A'12D By: Ar...A Date: MAR_ 2057 ENGINEERING ��t,^, / 4875 SW Grifilh On I Suite 300 I Beaverton, OR 1 97005 Project No.: !'�(J 7 `i Z 503.620.3030 1 tel 503.620.5539 1 fax I , www.aaieng.com Sheet: 1/10. of: v ✓0S • /UI./DA -T/OA/ � sol� = Z, 000 7'SF TYPICAL; _ .25 C/2) = 4sc l? ooF S L 05)(25) 1-101 = - 73S (w/ A.t I,c.1* = CaG+ 1, G7) (7 g + (533+W/7)(704 2 = 3,065 4 = 2.12.5 4,z So # f\-95 ? a ,C /a / z.& Roo;- _(/3)(/8') = 2 3 5 ao0E SL : (/E)(25) +log - 435 WALL- W ( 2-(4 I. C07) (7 S) = z I (06° METZ DL (so)( = z2)V M ✓a V � :� \ P ', r J ` � " J ../ T � i• 7 2 ODD 137W 6- 12-10 Y2 L =21 5 RoOr- 2 5 (Ib) (= ►. / 4 8.4-0 eooF SL = � 2St'-- �)tl09 ) = 7S (a,5ovE wr) WALL wl. _ )(78 + 50] I' = 1 2, 2-SO Z' 2b''i /2. 1 ROOF DL 470 poor SL q,s(2 070 v L-L : 2 - 4 3 2D MI Zz bL _ 2c50 (2') 1�iGzz L L 140 ( _ v , . = 3200 I0 _ s z l l �o FROM G RID r Y I1 (am) (" p O o) . • k :M1; afghan associates, inc. 7 C F' - TI/T) By: ARiLr Date: 1`1,4-1Z, ' %C1 C 7 ENGINEERING lQ"1D Project No.: 4875 SW Griffith Drive I Suite 300 j Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I lax �°A www.aaieng.com Sheet: F.DI of: JL Z4 y _ , to SEE. COLUMN 'DEsi f4 C-72 /. 1 . 7 7TO TA-1. _ 44'2.5 14 • A 44,Z5' 221 S. F. yr 5 2 - 0 ?TOTAL - 0 A2 = 4% = ZO s. pro, @ C4. t A ?TO'fMt. = 04.85)( + 3 . D e z - .35,9 k -6-519 72 ta S.F. pro, @ Glut) C �To7A -t. / pit - F'S -r as, 22 = ¢D 14. . S . F • AAI afghan associates, inc. A T C B LD6, _ A-2D By: A A- Date: MAC.' 2607 - ENGINEERING pp 4875 SW Griffith Drive Suite 300 1 Beaverton. OR 1 97005 Project No.: /T Z 503.620.3030 I tel 503.620.5539 I fax ww- w.aeleng.com Sheet: f,1)Z of: ETG, G, 2/0 5 lZ DDS 7�L = (40 ( s /Z) = 40 , k0oF SL (254 52)(6.52) s ZED # WALL w.. ••=-‘+b(0 = ?too #/ M EZZ �L 4 (50)(2 5,332) 63.5 ' M t;zZ L = 1 Z ►t /2 ) =/ :5a5 E : 400 vw, 461 Zorn 0� 211D 45.q Z oo F PL. = l3 (12) E.00 SL = 25(1 Z) .l- /Doj = 4l0 WA t . = (27x67)(78) c 2, 16o MR.zz DL : r _ 32).:0 ►'" it%ZZ LL = = g5o L = 39 ZD # MEZZ bL _ (50 )(25r33/2)(1 ME ZZ LL z 2 - � ii & c1 W I .9 (.' z0 _ A A I • afghan assoc i nc. ATG b L 1) C, RID By: AR A Date: MAR. ZOD7 ENGINEERING 4875 SW Griffith rive Suite 3001 Beaverton, OR I97005 Project No.: AZ 70+ Griffith 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: .3 of: • FTC -, @ c72iD 2) .gooF DL /8(25 )(�.5) _ .2,925 - - -' /Zoo s @ S . ) :5) t%o9)(6 d}, Coc- W&. =[(2) + a.G (I'33)32 7 , 33_f5'= qi0:2C wa w r,vt, _ y)(zz) (18) = 24, oz5 ■F W -. _ (55)( _ ' 1 _ 41, i 0 E _ _911l� = 21 5.F. 2000 4 x (, M1N. c7 R. = 10.5 MINI Pon. Z , 2.0 L -. 21 - .� - M t N 1'o t2 21 -�f .2 . S CT(:, e C,R, i © 2 OOP DL = 00( •0) = lo6 /Zoos - s (2S) (II ) (6 .o) _ /5o WA-u. 1,11, . (17.33) (78) _ 2,113 5 ri Frz DL = (So) (c) `72 ME l-l. = 0 25) (9) r. 1,125 z - .58 W, ¢� 38 - .2 . 1 z-000 J /`1/`1 I afghan associates. inc. 7 C L D C-, — 7 67RRb By: A R A Date: M PAR 2 ENGINEERING 4875 SW Griffith Drive I suite 3001 Beaverton oR 1 970os Project No.: A D I O Z 503.620.3030 1 tel 503.620.5539 I fax www.aaie.ng.com Sheet: of: SH 2 WA-LL C R_I 1 /1/ A- W W. _ - ps F z4 / wA-�t_ sE�sMt� _ "7Ss(.a�i17 =�.3 Psf - - 4 W A-l.L L t i t z 2 t - 1 0-7 3 3 ) en) = 57• Z K 3 ' 4 ) k •E—� S ECS, t= 5!•2.(•00 =4.Zg_ e.c.,JC-- . = 2.5 1)C. /5) 5.0 K 5l•2-K KT) IT/ J z ) o .qD- 13 642ND ITI�N I[ ) (')• 0b (.0L .5;0(25 3)/z (163) / 27. 33 .SK , E--�- LO.33 A ) q. DK 8� c M-or = 3 '9 C23 . 33) t g(Iv• 33 --{- 4,2 - 219' WI R = o 51.2 ) (12).t0,63(24)1 566, F7— k 01L- 0 B; 0K 131 ZNSF. S01(,S ��ES caND , Z '� �tl- C.L�7) = 2 .4 /3 2. (0 7 4sF o,°I D = (51• z.t 15,.1 + 9 -0) (•9) r._ J_ C; M. 3,q r (o, ( II.333 +- 4 - . . 2 . 6 4 s 6 , 1 ) 2 , 3 4 2 - 5 ,� = 3.45' < B4, 2 44 _ 4 F wevc g ( I + 3.4x 2.� ,( 2.Co7 Z-4 C2;�) 2- ) \ ►4A6, 75, 3 rt (Fso)(Iz,ro'i)(24) 99.6)14- c_. 23¢9,(0 =2.35 _ `9.(0 1t (� 2.3� = 2�(v <2 $F =—) _ 62-4-)(2 .5) z e- AA I afghan associates, inc. f�-TG �L17G _ 7-7 ,9/e'D By: k A- DateAPe 20o7 ENGINEERING n om/ 4875 SW Griffith Drive t Suite 3001 Beaverton, 012197005 Project No.: 7� C o41 503.620.3030 I lel 503.620.5539 I fax www.aaieng.com Sheet: of: . SHrA- 2w kL-L @G/21D 549 (M1s22 z) • -�� 2/ - 4 CT.- 11-5K44---1 @i1; coNt MOT= II.s(2 3>t.►- .5(13.1) 6).8 (10,33 = 4010F7_K 13 445K 4 4•7 Miz, =0.9( 41+ 55.4+ 2.0(3 73 4 FT-X. -�� c� 1L BK .f ---� VA s 5.4 K ; pwlc K 6`r CUSP. 10 I I'M kl: G.5 )4. i' A P prc, =�` �' B soIL Pdz $5U : Gv►.l,D: 15 ; M: , : /1.s(24. , -t 4.5(1447)1. a(1,. B3) 42-3 r7 -x Z'P = 9 ( 4 4 7 - 5 - 5 - 4 4 4 - 2 4 ( 0 1041- j GS' K 4 z - 5 / 6 5 - ‘ . 5 / g /6 4.7 4 C<o5 . 2 . S K5f < 2 . 67 15F �� o IL lrwo.�c ( 2 E5 _ z(4.4)) c2gJb z'= 71 .7 (,5 = 78/17K e _ 4Z 8.'7 _ 4-(7817) Z•? K5F 2. (07 ?G n�o.x (3) (2, z5')(2-1- 2- ( `-.)) /'1/1 I afghan associates, inc. ATG 51-DC-7 - - 776,927. By: ,4 Date: / 4Ph IJO7 ENGINEERING ppnn^ ,/ 4875 SW Griffith Drive I Suite 300 Beaverton, OR 197005 Project No.: 7[/ I O`f'Z 503.620.3030 I tel 503.620.5539 I fax www.aaleng.com Sheet: FJ of: S+/ 2vv4LL.. @ G/e/D z i , ro� $ 8 � � T f . P-wAu_ 31.3 K i I 2. 1 K MDL 15.&K ' MOT = 11,5(2 + 3.3 2- I(15. +2.5(11.33 - , I 0,9(4,2) 33G! F — K 1z' Pt I. /,I 15 I I M rz = D,9 I S-(4)( t 2.7504:4 ; � 2 • 5 K -F—� 1 - , , - / '(02F7 -K _ o - .r, ,} 1 __ __ - __ .41 I ' 2- SD 6 S^ o E.., ..-r 1w5Q . 11.33 64g--- 4. PwZ.L g:33 ■ , S • '1, 1 0 2, ' ... c , c sot L. S eE - -- rTG, wt. = ( (1) (.15) (z 5- cp) = 11 -s ►c coy , z 0 C; M, T 11.5(24.33)+ 2.1 (I4,,e63 -0- 2- 5(12.33 +0.`1 5. t ( -,,- 2,150• 1) = 46D F7 -K 2, = 0,9 ( 34.3+ 15 -60 t /1., 2,15) 6 e : 4(0 % 2,2= -7.y-1 54 ` z c-64, = 4, 4Cc2.7.-) = 3.S,fo►e._ Sf < 2•(07k5r - -7 en ►G 3 (3.0:)(2 _ z(7.0) CO N,b . ,jj IA = 460-f 29.3 (2 -3) = 576 zP = 65.I + = 1'3.4 6 = 5.5 gw�cyc 4 - � 3 . ) = 2• $4 KSF > 2 -(p7 5F (3)(3 -'0") (2 5_C. — 2 ( - 5)) w/ 2ooF Di. :., cn 5-1 sNSP. lik '" ' I afghan associates, inc. � T C 5L DC-7 - T /c.,„9-2p By:ALIL Date: A Pe 7_407 ENGINEERING ,,40 7042 Project No.: 4875 SW Griffith Dave 1 Sulte 3001 Beaverton, OR 1 97005 503.620.3030 1 tel 503.620.5539 1 fax www.aaieng.com Sheet: PP 7 of: • SHalq-i2 WIkLL e Gl ►air 5. gS --) PIG) t. . = (2,25)(I)(45)(15,�� 3K 2. 3K_ —IN. 1.6./ NEG r'I5ZZ LOAcl7 1 PRooF" _ 5.1K Off I l ,!: Laklt) I ) —3-2.0K DoT = 2.3 (�3• 3.15 (I 1.33) 3 , '151< --i t 2 (I 1 • "I) e %ZD FT - 6C M12_ c 6,9 ( 5././.- 24. 7) l .(o/Z. =11:3 2 FT-/ 1133 -o-.) o tL @ "a D <L 61 Zu3p_ t r , PFTc, = 57,3k , [ v 13 C- S-0/C. P2E5S U/2-E @ c �f..YD Z) 1 ' 1 ( r - 2.3 ( v -1.33 ) 5. 2(12•.('1) c /27,cPT - �� - - iP = 0,9 (Sl I -t 241-.1 T ` 31.6 K ct ` 4(314.) = 9 2. .1 .sF —) (3)(2. 25-)(/.5,G ` 2 (Q',) r � N D II) c v K 8`r I Q sp . Ilk /��►/�1 I afghan associates, inc. � BLD — TIC f 2� By: A -RA Date: APR 2(77 ENGINEERING Project No.: AO 7042 4875 SW Gatti Drive !Suite 300 !Beaverton. OR 1 97005 503.620.3030 I tel 503.620.5539 1 fax www.aaieng.com Sheet: of: -- - - - . Tir(07 w = S) ( (Z)):: 12.6 K p (hoop 1 2, 4 k PwM.. 1 47.3 k 12 3.3 K 2 .SK > Pm PL I W33 pMLL 2q• 3K , •1:2.(o CAP 11) ) @ C ; M; o /q -, Es(1 t 2,5(12.,'33 e 427 FT -K 7-.? =4 e_ ;3.9 • 5 / = q.7 �� w //Q , - 6 (3 ,�f� 2 .�- ( '2 .C..1 K S�= -� ^� o le-- 2g zg ao Nib _) 1 4 27 F7 k •g p ©.(gl.a) twiax Y �3 ,+ 7x5` ? C3 .zV i AA I afghan associates, inc. A7-c � _ 7/6.„ p By: AR A- Date: 4F 2z9.07 ENGINEERING �7 ,{ -4875 SW Griffith Drive I Suite 3001 Beaverton, OR I97005 Project No.: / O` f Z 503.620.3030 I tel 503.620.5539 I fax www.ealeng.com Sheet: FD J of: - . . . . • 1 VVA-LL 10 Th, P76, L43. RNA U- s ), r I Mtn NI - OK '7 11,6,7 A ; C-4=441b 7—) rmL1115. I • 1.4K /, 5*(047) 1-4(//33)= 23zF-r-t _ LiK;‘,4 • I.1K Ka:e ), c -) ' 31-) g .2 . 10.7)(5)4; 1 . 1 (J 0 )] z/e/g. 11.n' 8.53' 7. C. 232 K 1:7‘; 1 Co )(Go) Ar @ co kJ 1^-10-T $.3 @ALSO+ 0.3(1(0.2)1. 1,5(12-.(01) z4 5 FT-/< H a 0.1 [(30,1 4 .0)(6:75) t 1.9 (11.'75) t 1.1( 2.4z tr-4e_ 14/ FT6 noki• 0.1c- 5 y S.7 vvotk-t.L.. 5NT 5 v.isp. 5 ii0A-R- STP-E.S.S e. AA I afghan associates, inc. / 4-7-e_ at.r)c... - 7 By:AIKA__ Date: Ages 7-6O7 ENGINEERING Project No.: AO 7042 4875 SW Griffilh Dive I Suite 300I Beaverton, OR I 97005 503.620.3030 I tel 503.620.5539 I fax Sheet: fblo of: www.aaleng.com 5H Et42■PrLL LI- 1 WA-LA.. Wk . 7 , (3.33+ z),( (2 - 7,33) = 11.4 K 3.3 wA-1. W.L. (0 >J��c,) _ "lb (z2)(12.) t 55(2-z)--r- 5 i ioopi2• K 'FT 6 Wt, . 5)(j) Co.157(9, -�3� . 4 - .2K 0.3 " ?WA�1 gi p; Conti 1) ° MOT - o 3(22.3) -t- 0 4- 0 2'7, FT-k. 4)." .MR = 0.9K2.4 +►I.4 - t 2 -1- $x 3.33/2 ,)', 59FT -K = >olt_ PN.. 4 21.8 Ttp; • DIG BY Z■.15P. 13,33 Sol L_ ME-ES U2.E /b .) 3 , 4.zg.. 4.z 3 @ C- l r j 1 - 0 3 I 1 ) . SOFT -k- c. -A- $ Z I'= (..), q ( 4 -I- 4, z.) =3 e : 50AG .. 0 ..8 '< 5 %, = 9, z:V = I.56 = 1G (/ 4 (, is 3) _ 2 . o t -sF- < Z , C0'7 ILA ;� o%<—. 0 ` e i , 3', Ilk AA! afghan associates, inc. ATC /3 `D 6 — 7702 R j7 B Date: /9/ 7 ENGINEERING �n ,/ 4875 SW Griffith Drive I Sure 3001 sewn, OR 197005 Project No.: r� U 70 7 Z 503.620.30301 tel 503.620.5539 1 fax www.aaieng.com Sheet: F,D61 of: z o / n4 oN pafoJd Loa M :9 YZiy Ae CL2/ 11 : ? 3 /21 '9 /1 Q � ;o 7i tad' :loam o �Z )I + 's 11:1 11141/6 )I -,• - 71 L�'Z = d L "2'Z = (bc) - SL'2 2 SA 01 = 9 c4£ '1) V-47 +101 = ,)W 'a gunssgyd 1105 ,( -1 d L ZZ �f< + (°") (2'3E3•v = 21W )( - 101 = ccs.H)c. (L'hl)1 'I (££'sz)°1'l 10� (T GNP o / woo 6 U e 1 e B' M M M XBi 16ESS ozs 6O4 Pi I OCOC O 9 WS SOOL6I O'JoUene 100C 811 I OIWO 4UJWO MS SLBt• 9NId33NION3 . aw 'saielaasse mike vv - Z /)(. _ Xi�ow b -71O lb = SLe'•I)v+1 ()(L)b(° Pig +6 °)b,o - W �! l dsb = +(L'Ci)-,•I. (S£•2'0'91 ( =any :t( 5{-17's = ( _ 'Th �1 "S (5z)(I + ("L (b)...51- +(02)05 +(20(11 +b) (g L)= c7r/ r•f d o) ri >1 -Z Z = Cr r S'LS)(q L)0 ) 1 = +11 YPiit' (I • o '17 1714 1.9 ,1 1, I 0) • o 1'L a cs's 51 , e 0 - z •L ES '£ -1r"1 11 .o "s Z , 0•9 N S1 , S I 0 '171-dM M al / F+1(11 "1'1- M S - 1 1P'M ?3H - ,tz•g = Ctso -) c,'1O( = Flo 'sr 71�c 'IoI - ( . sL' ZOO OS + (c-Z)S + SL'O)c )( (S I) _ •lrr1 - ► �lo.i. S"1'1- b'M?Jf�3H N�gM 13 < 2 (1i 3ci�q�d =NI) '1-V1. ! v 'Ls(Q, a Q12/ 511- VA1NigHS • 5 N SAR. WA -L..L. 1_ G 647 ^ F Tcn W� z(3) ( (12 -4 = 5 K 5 PrteoF z•ofc 1-.4s-LL t&)L. = (-1 is) (2'1, 3 - 14,2 2• I k pv7/Art I Z.k - - i) w4U Wb. _ z -0 (7is) (22.33) _ 3 •5le, 1•(01 , 3) WA -t.l. U:}4 . C P .) z( I� t 5 S (I I) c I o K X P.+r~ , :5 K T 4 ,oK.�, GA Gow Z) M OT = 2.1 (22. -t i, -3(11 1)t 4(13.33 = !?,OFT k Pwau 1,fo,gK 13, 33 M1z = 0,9UZrt ly.,2t 10 3,5(5)]= 97 -K 2,9K = C = 120 —X17 _ 4,0 514::31 3' 3 4(") r d, II;r) (2-_) *-S v •i C60) A B; �►J z) •07 Z.I (23, x 1.4 (14."1) - 4(14.33 = 12-Et FT—K MR f o 335+ 3,5(0 t a (3)1 c2 _6) - r— k ✓5 Se)1 L P2G55LIIZE- SO Ls (A)-E. • (Z. 35) (I' ( • (o - 1) = 4.3) @ c N1 � 12,8 — I .• (t 7 (KG t 2.9 (3.33) : I35 'P 0 39 , 2, +-4.3' 3 q le- e 13.57 3...4rA / > B4 = = '6 wtcvx = 4 C 3 ° 1 0 3 5.0 � ' 2 k-S F 3(3) (► Z., - z((.•40) ■// 4 SLAB , ©14 ay a45f. Ilk AAI afghan associates, inc. /47G 1jLDC-, — 77C7AR IJ B -12A, Date:#PZ ZDD7 ENGINEERING �� 4875 SW Griffdh Drive 1 Suite 3001 Beaverton, OR 1 97005 Project No.: A 42 503.620.3030 tel 503.620.5539 'fax � � /� www.aeleng.com Sheet: of: 67k-I1) LINS 7 (Roop) H= ZI ' @R.D0F V /4,3 ,-) WA-LL I.EIV TH Ha R/= 2 T4WA -1-1. Y (K) .L I 847 .2.4z 0.4 (.7 4-7.7 .6 1_2 3.5 6,00 0.043 4.4 d.4 L3 2.533 7 -42 0.0 23 2.3 0.3 L4 5.33 3.9y 0.137 1 2.4 L5 7,33 2.81 0 .314 3 1. (0 4:'5 'Z 0•Rgb 100.0 14,3 Z:11) - L 1tilE 7 (M -zz. EZz VT =4.8 K Vs/ A L R F / To wA-u_ V(14) L o. I37 30 2.1 ,L 0.310 61.4 .q- f7 0447 100 6, AA afghan associates, inc. /9 .15L06-/ -7/67/Kb By: 4g_t Date: N14 2 Zf2C2 7 ENGINEERING ,4O 7O4l Project No.: 4875 SW Griffith Dave 1 Suite 3001 Beaverton, OR 1 97005 503.620.3030 1 tel 503.620.5539 1 fax ¢-/� y � www.aaieng.com Sheet: rp /-7 of: • N. O l2TH 2 TA -11•t lNG I"/41/4 ir1, - l t O PGF ToP OP 5olt_ 3Col 2S (NISH 'Fwn = 55- 50 h cf WALL 25_ 355.5 5.75' 5 Lib 4c c..o E-FF = 0 BS' - 1,/j1-= i /6600 1444.1..- L 501.LV 'PR IF S S u2E t w T'- 45(5.754 o, 41.0): 337 7 st SEf� 5EIS14IC. E4277-/ 1 �. 5 (e. 5) _ ; ?., 5 'Ps.F kgi 4 'PAcss I ve pI2G-ss u IZE z 7-5 = 25 ?SF C f: �2Tf! 20 OF DL- _ s) (2. _ /80 /, W P LL DL t Zo• 2S(„ ?5' _ /600 #1. Cc>Nc . = 6 Z•S TsT= A � Z � x,6), 4, • Gem /JD / T/D/.l 1 ; D f WIND LO t7 = I S (/6 , 25 /Z) /22 TOE : 1 3 G.�i lS 5142) /1/416, (Piz ,coo o f w,4 - LL� T 7 9 - s - tt /NG, f - = 3 3 7 .5(1- S)(� +122 =- Z5o(l) (/ = /243 41 /2E5 SI = (si75 t0,7)()(1Io) CI _ ( ti , ( Z) (I 50 ) = (✓5 C2 = (S3 ( I) lSa) = 7 5-0 C - ..z4C62.5)(1) :l,s - oo vJ _ / I000 = /boo 4.¢s* /Z = ©,3+(64 -X3242 4- s. z s = i•8S > l,s A A! afghan associates. inc. /9' TG e LDS _ 7 /(„ hive: l) By: :2 ■A" Date: APR 247 ENGINEERING • Project No. A0'304-0A0'304-0- 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax `� /� www.aaieng.com Sheet: f Of: • c„r(E -lG o . 1 . • T46 = 1.33 D N S. MOr= 1 z )( - r 3 3 1 . 5 (7'S7)(7.5)( /) = 7, 24-5 FT - #- /�j _ 2 ft45) (3, S) fi (SO /•!o? + 7.50 (2.5) 1 I (oo (Iw 4 - 7) t3 o vv/4 s 4.44-6 = 13 1 LtD = l .g ( < /, o 5olG / E Too = 2,0' •:. ND s �-AS t au. = (.z)LI'3 3 ) = 2 (07 l sT MdT = 72- L /5 - — 21 �S/ 3» (1 00 -r 6 SO) ( / = 4 7 FT +` T p - 214 s+ 65o 1-8z5 /600 t= SZ20 * 4 = 0,9a <5-F34 t : s . 2 20 !+ 4 _ i. �� s < z • (407 .qc a VV4LL £.L rJF• @ 74- o TG, /.&w. H � 1 L.G :[(12z) (4.5) + 4 s (••7, 5) (7.5/) � s- I) .. _ �") —> sE /SMtc. col✓ n-o Ls AA I afghan associates, inc. A-7C_ 23 L7)c _. T/6 4 0 By: AFAL Date: 4P/ 20Q 7 ENGINEERING Project No.• 7/ 4675 SW Griffith Drive I Suite 300 I Beaverton, OR I 97005 503.620.3030 I tel 503.620.5539 fax www.eaieng.com Sheet: Fp/6 of: • �NDrTto►�! Z ; o•1 t 5�15M1C_. SL►D► r.lc„ — SI_f'A I t■1C07 'FOr2LE = 337,c(7s54) t 13:51 — 2 SD (r).(1/2) 32 - , 5(‘‘S r._ 14g0 i rE•• CZ +1.000+ ?Z5 +15 I600)(.9)(iSS)`2117 F.s Z►� - 1/ I. 4 } 1.1 -��o►� @ A; H-oT = 7.35 (? 5) t 632-8 :t- 3 2,5 ( kr 3 P7 1~1 = 0.9 2ILI- 5(4,33) t Zzso(2.3 - 3) t 825 _ lre1- 5D_F7 —# it- S. = 1g - 030 = I / / dt so i l. P2E.5.5(- ZE HO T z Fs_o30 — o • S) (l s3) -t- Owe) es 9) Sgvey o ,q 'p : 6,/qs 6 co z _1 /4co)(.9) : 470th e = ;5- X 7oD -_ I.23 13/6, g""vx (470 _ :�. 9 :/ /5F < 2 • C.07 `c Sf�"--� 3 ( 1 ) ( 2 ( 1 z 3 � wA-t,L 12E'A/F. roP © Frc, / ¢ E f /•6 �C = 1-4f035)(6-5) t 32 5 (G S7 s 1.6) (45(7•5Y2) l) _ /d :3F T -,I~ MWj(� i0,36z /9) z /y/ i n — IG c-� 6 - Z - S so 25 M - - A " _ I afghan associates, inc. A-7 � f )/.� _ T /(, f}-R By: 11 Date: A Z'07 ENGINEERING Project No.: 1" 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax www.aeieng.com Sheet: P1M1 of: r� = 3 ksi l 0 Ci2)(3) Sq ,¢s 2 - 337,S4 -t .7qU = OS /� = 337.-S" ± zee/. _ O. 45 //8 t � e 8" o•c• A. 0.31(12./ o.4 ,5z $EfS MIL Lc A-D r w - D HE - MI (4.35)(6.5)(1.4) / .9) /7 5 l,4 2 _ 337.5 A-s - + 1 7 = O A . 337.5 ± 33 S ` .05/ Jr # /6 " 0.C. As, Dr 2.44 4. /0S Jklz > '05/ gin Li‘ AA I afghan associates. inc. y ,¢ f�TG BLl7 —r — 77c /Kb B : �" Date: OM 7 ENGINEERING Project No.: 10704-2- 4875 SW Griffith Drive Suite 300 Beaverton, OR 97005 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet:P2 J a of: N.OI;-TH 2E Trot fJ'I G, - WA -I.L. C 4 Op SOIL = - 5594.2S W 2,600 , �t►JISH �woR -� .3 -S6. S • oF wA-LL 359 25- 3SS•5 3.75' to Arm @ TOP OF wt ND L 131 ( sc.-15,1\41c _ 15 I z SEISMIC EA -ra-TH ?R U,tZG - - SS 1 ��i -- x:33 - Z.,Oi '7 -.-.. (5) (4.5) .Z rs:f A .; __- 47 ROOF 1 L z /.2�.Z�� • 300 #� ZA f 3s -v 54T 2 V✓A-u .D L .2 C'7�� .L 13 35/ c7►.JDrno+JL1 ; b-f wINb G N.EC.1G St-Lb I t�tG ; T D T -PA... o412-c ft = a y 7. S (5/512..) t 122 - 2 D CA) (v7 - S, = (3,75 t -Os75) (Z.o )0/0) • 99a G + w •- ( (g /Z)(/ t 2.4o 2,,4 - c = (4O) ')COs - ) bow. Z 65" C 3 : (",$) °)CI) 31 R = v, &S (716s) zs08 C S • — Z CO F 7r _ 3.1 ) /,. s -, d 1(--- G H EC-K O . ? • @ A; MoT c 137(Si ) -r 247 -5 (5'5/2) ( CZi Q' 3,25"7) F z oo M = •'9F0. (3 •a 245 - 0 Ok7.) t 0- (").-z 2,s . cr- ,c , � Z� 3 Z SCE / 9 2 / • j Ink bl nasafghanassociates , inc. - By: // Date: - ' Z ENGINEERING Project No.: AC 740 4Z 4875 SW Griffith Drive Suite 300 I Beaverton, OR 197005 503.620.3030Itel 503.620.55391fax www.eaieng.com Sheet: P.D` / /�j of: So t_ p - SS U2E - 1C7- tt� M 3.26 - /990(f.0!) t 2450 43`x') ZP ;g9d +2-4 t 6 - ex44 E � 367.6 0.40 - 0 -76 > . 0 4 0 .67 tv 4 (440) _ Z.2 Ks F< 2.67 k s F (3.) z(0, a te. ksht. F, L Toe o= i°7767 wf l- 6/4 iv/ L . 1(mm) _ /• E/.37 (4.5) + 2-47•.5 (s /) (3491- /.0) 3 FT - 5 ? / S 1 L - + • Go N.D(Tt0►J Z O fi SEISMIC s l,ID1 -r lG F02C._. (.F + 1 SI -.Zs° (k) t 2Z.5 (4 ,5) Bog 6,5s (• cl)(•-i« S') = 2..2. 5 7 44- F S = . 74-0 ` 2.8 > I G4-1 Ecl< 0 - T. O A/j 47 - /51(5.5) t z 4°! 1- .22 • .S(4,5z z 3.55 4 F- 7- tt ` F.S • -;65Z--/3_53 } ,Soil PASS UrLE e c ' mo 3554 — o,gC9 ) (,) .- 2uso(. 3 gv pT - t 0 1(g0c/c) = 3' 3G e z 0.9L/ > 64, . r AA! afgha • assoc • i nc. /9 Tc_ /3/.7)6, - T/a 74/ZD By: Me/4 Date: , "''ie 207 ENGINEERING Project No.: "4 7 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax C www.eaieng.com Sheet: /D of: (4)( 3G;6 , ) = 2. 3 �� ' �, �`-7 / v✓, -c -t.. f' E i /J r. r o p •) / 4 -":77;-, f - Gf E + I- H tit = (1 sI)( 4.5)(r.q) ( /S /ta) + 1 ?- , ')(q , >% e �. z r —k< /+ ✓''II r J M ' t Z / = h — l< 594 _ 331, e A s )21 • AA -7 '` afghan associates, inc. . A 7 - By: / Date: 4-r1e 7 41) 7 ENGINEERING Project No (3 ?u1 • 4875 SW Griffith Drive I Suite 300 I Beaverton. OR 97005 .: 503.620.3030 I lel 503.620.5539 lax www.aaieng.com Sheet: P of: L Nlor ?TH ZE Ta mirts,Gc, WA-l-Lt ) Try 2 o f SOIL = 3 b7, w - (kJ(Sf1 p/ oK. - 355 • 5 4 k or k/A 7, E..--. 5 7. 2. c - P.55. .5 z.-_ ). 7.5 ' -- p •le n 1‘75 5 Li LOAD @ ToP o f INA -L,L °.7s' r.a Mg W 1 INI p = (/5)(26 , 2.i) /2 = /52 #/ 2 SI�ISM! = ( /lp,S) ,' /'r = /, :4-L-/ � � a /9.14,24,1, ` 66 F ._ 45 C,3 ,5) p _ (5;) ( . s-) = / 2 . S Roof: DL = l2 (2.5 = 30o. //' _ w - D I. .,- .:,)11,:_ / � � e. -f 2,195 5 Got-ID i ; D + w Ill' 0 F• .c°tJSP. C-Okib I T / D 1 ? : 0 11) + S5/, 5 l--// c... ___� 54_17) / Ai r ` — � 2 L G r z /6 v t / 7 5 ( . / ) -I• r E.‘ 5: (z. c) - ',} = 350 Si - (x.75 4- 0,75)(0.9 G5?: - cf +c._ -t w - 0 >t2.S(15 -1I 9u - 2_bIS # 6_ = ‘2.5 (S0) _ •=--' 12 5 �. /` ( 25 - 3 t z /S -,<- 3 /2_S)6 35) = al 6 . th c. 44_... (. '7. r t 'iaT ,---- /6 L . x . ,5) s- /57rS z)(3 - /�)y l ?— ,s( ) = 9 4 F7 -# II P =02 53 ( 1)tzv /. = 3 , 00FT - —) ,e) k._ F• c. j f, , zizt AA I afghan associates, inc. / 51-7 - - 13 L17K7_, — T/Gn-? 1.) By: Aeg Date: 7 / ENGINEERING / 4-0 71514 Project No.: 4875 SW Griffith Drive /Suite 300 Beaverton. OR 1 97005 503.620.303011e1 503.620.5539 1 fax www.aaieng.com Sheet: FL of: SDIL - Pre.lr=.SU S M 947 — 25" 3 (o.77 )7: 747 Fr—#. 0,9P -(ZS3fi _ a/S)(,9) z. e 6s.7 /z-$, _ D,27 < 5/6 = 6 = o.�Z (z•:)Ct) (2,5) J a otc. W 4 L(_ 12giiJF (*) 1, 4E t I - fin Mu /G (z (i 1) 4 1. (f 7 7 /) (2. - /- 0) I- (2; )_l.z'r afghan associates, inc. , 9 7; : : pt_.7) — 7/ By tr/ Date: 4P/2. ,'Za 7 ENGINEERING �0 ? Project No.: 4875 SW Griffith Drive I Suite 300 1 Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 1 tax r www.aaieng.com Sheet: �^ of: ,I-F_ /(/G w/3, L.L, C 77244-s H -/,..ic•-1-0 S Ui:'� /' ©F �Soli_ _ 5 (e1. 2-5 ,c /tiJISH , _ 5 . 00 ` u ∎ • N Untitled -S -I Height from base, feet H = 7.5 I Width of footing, feet B = 4.5 Length of toe, feet T = .5 -, Gr_ ! I I \ \ \ / / / \ \ \ / / / \ \\ Thickness of wall, inches S = 8 • . N ! I II Thickness of footing, in F = 12 - ' I I II Active equiv fluid pr, pcf = 45 ! I I 'II Surcharge above top, ft = 0 • b I I I - II Unit weight of soil, pcf = 110 j I II Ultimate sliding coeff = .35 H I II Ultimate passive pr, pcf = 250 I I II Depth of passive resist, ft = 2.25 I II Unit wght of concrete, pcf = 150 i I II Vert load @ t.o. wall, kips = 0 _ _ I II • l i I I °j I I I * OVERTURNING, safety facto: = 179,. I 1 I ' SLIDING, safety factor =c0s56 \ \ \ / / /`. \ \ / / / \ \ \ /// * RESULTANT, eccentricity e = .73 ft I I I * FOOTING TOE PRESSURE, q = 6sg'1R nsf I< - -T - >1 ! * FOOTING HEEL PRESSURE, q = 25 psf 1< 2 >1 I -S -I IDIST from! FACTORED I REO'D AREA ! I I ITOP of ! MOMENT I REINF STEELI • !WALL (ft) I (k -ft) I (so,- in /ft) - I 1 \ \ \ / / / \ \ \ / / / \ \\ I I I I f'c = 3000 psi I 0.65 I 0.00 I 0.14 fy = 60 ksi! i 1.30 I 0.03 I 0.14 USD Load factor = 1.7 I 1.95 I 0.09 I 0.14 I I II I 2.60 I 0.22 I 0.14 I j COVER FROM CENTER OF BARS: I 3.25 I 0.44 I 0.14 I H Cover at back face = 2 in I 3.90 I • 0.76 I 0. Cover at top footg = 2.5 in I 4.55 I ' 1.20 I 0.14 Cover at bot foot° = 3.5 in I 5.20 I 1.79 I 0.14 I II I 5.85 I 2.55 I 0.14 I I II I 6.50 I 3.50 1 0.14 I I I I I I Fl I I I I TOE at OUTSIDE FACE OF WALL I • I I I I Mu = 0.30 k -ft I • \ \ \! / / \ \ \ / / / \ - \ \ /// I Req'd As = 0.26 sq -in /ft I • I I . 1 I ! < - -T - >l I I HEEL at FILL FACE of WALL I l< B >I I Mu = 4.20 1: -ft I ! Req'd As = 0.26 sq -in /ft I ' /'°i afghan associates, inc. ,7 T' 7 . f} TG .BLS G T /G - /c: ?� B y : , ., (- . D ate:/ r �`fa �G 4_ ENGINEERING 9 , T , 4875 SW Griffith Drive !Suite 3001 Beaverton. OR I 97005 Project No.: 503.620.3030 I to l 503.620.5539 I fax www.aaieng.com Sheet: ,724 of: FL 4 EARTHQUAKE LOADS (Sec. 1616 ) Soil Site Class rE _ I Table 1615.1.1 ( Default =D) Response Spectral Acc. (0.2 sec) S, = 105.00%g = 1.050g Figure 1615(1) Response Spectral Acc.( 1.0 sec) S, = 37.00 %g = 0.370g Figure 1615(2) Site Coefficient F,= 0.900 Table 1615.1.2(1) Site Coefficient F„= 2.520 Table 1615.1.2(2) • Max Considered Earthquake Acc. S = F,.S, 0.945 Eq. 16-38 Max Considered Earthquake Acc. S = F,..S, = 0.932 Eq. 16-39 5% Damped Design Sps = 2I3(SMS) = 0.630 Eq. 16-40 Sp = 2/3(S =0.622 Eq. 16-41 Building Categories It. Standard V = Seismic.Use Group 1 Table 1604.58Sec.1616.2 "Design Category Consideration: Flexible Diaphragm Seismic Design Category for 0.1sec D Table 1616.3(1) Seismic Design Category for 1.Osec D Table 1616.3(2) s1 < .75g NA Note a, T- 1616.3(1),(2) Since Ta < .8Ts (see below), SDC = D Control (exception of Section 1616.3 does not apply) Comply with'Seismic Design Category D per ASCE - 7,1.5.2.2.4, 9.6.2.4.2, 9.5.2.6.4, .Equivalent laterafforce procedure BUILDING FRAME SYSTEMS Basic Seismic Force Systems T - s.52 Special reinforced masonry shear walls C,= 0.02 x = 0.75 T- 9.5.5.3.2 Building ht. H„= .26 •ft Limited Building Height (ft) = 160 G 4200 fer-Sa 0.622g Table 9.5.5.3.1 Approx Fundamental period, T, = C,(h )` = 0.230 sec. , Eq. 9.5.5.3.2 -1 5 6u4a =946 Use T = T. = 0.230 sec. 0.8Ts.= 0.8(Sp /Sp = 0.789 . • • Control (exception of Section 1616.3 does not apply) is structure Regular'& 5 5 stories Y es v I ASCE 9.5.5.2.1 Response Spectral Acc.( sec) S. = 1.050g F. = 0.90 Response Spectral Acc.( 1.0 sec) S1= 0.370g F„= 2.520 5% Damped Design Sps = %(F,.S,) = 0.630 Eq. 16-40 SD Y3(F,,.S = 0.622 Eq. 16-41 Response Mod cation Coef. R = 5.5 ASCE7, T- 9.5.2.2 Over Strength Factor O. = 2.5 foot note g Importance factor lc = 1 Table 1604.5 Seismic Base Shear V = C, W .Eq. 9.5.5.2 -1 Sps Eq. 9.5.5.2.1 -1 C.= R/IE = 0.115 or need not to exceed, C, = Sp, = 0.491 Eq. 9.5:5.2.1 -2 (R/IE).T Min C„ .044Sp = 0.028 Eq.9.5..5:2.1 -3 Use C,= 0.115 Design base shear V = 0.115(W) Control Simplified Seismic base shear, 1617.5 V 1.2Sos(W) =0.138 Eq. (16 - 56) R = 0.138(W) Seismic force for Architectural, Mach and'Elec components per 9.6 0.4a +2z/h) Eq. 9.6.1.3 -1 •fp (Rdlp) Sps = 0.630 e 1 R 2.5 Table 9.6.2.2 z = 26 h = 26 I 1 f 0.303Wp - Bearing wall, Shear wall and anchorage Category B,C,D,E,F f 0.40IESDSW 9.5.2.6.2.8 = 0.252(W) • or = 400SDSIE •_ . 252.00 lbs per linear ft of wall Anchorage of Concrete or Masonry Walls (flexible diaphragm) Category C,D,E,F F 0.BS Eq. 9.5.2.6.3.2 = 0.504(W) 'Max Seismlc.Load E flQE +/- 0.2SDSD Eq. 9.5.2.7 -1, 9.5.2.7-2 Where f2„ =_2.5 • 0.2SD = 0.126(D) Deflection Amplification factor.C 4 Eq. 9.5.5.7.1 Nonbuilding structures, Section:9.14:4 Response Modification Coef. R = 3 Table 9.14.5.1.1 Importance factor I = 1 Table 9.14.5.1.2 For flexible nonbuilding, C, = S /R = 0.210 .Min C, = .14 SE's I = 0.088 Eq. 9.14.5.1 -1 or C '0.8 S /R = 0.099 Eq. 9.14.5.1 -2 V = 0.210(W) For rigid nonbuliding, C. = 0.3 SDs I Eq 9.14.5.2 = 0.189 V= 0.189W 4/ of L/5 __... _. LAT,ERA- L T Q 21 -sr Q f � , Q �� f Q 2 S. S Q i 0- - `i -- I I - - - - -- ' - - - -- - — J � h{— k - - - - - - —0 • M fl' a �, s .2 : i________ 1 1 , j . M E Z 210 '(/3ss — n tr n 1 _ , 0.________ ,,, l _____________ __.„_,... , __._ ..___________- - - -H - -t Fm1 t I _• 1 i I i ! 1 i b b S I � . I b b b b NtATH sg/s M' C ; wAu_• / = -2/ \( = � H (. W = a o E / w NO RTH 5.01.4TN , - — K ?MA.SS; kOOF i - i = L(7b)( - r l5(50) 21.S = 5:, ., 4 1 R00 .2 - 3 78 + " t /5(50)] /6 f l 5. OOr- 3 -1 V7E)(/2,047$02)- 1-/s(5 . z1lo ,Z.. ro 7_ g 7g (iz, "6)(z) -. t /5(26)3•zo.s. _ ,o..o f-1 -lo' MEZZ 1 = C78 (54)(21.5)(2) + (60-t. /Z�)(26)7 /3 90 K 1-/z:9' Mrzz _2 76 (54)(21.5)(z) -r (50 + / 4 )( 2 5.5- = 107, K 1 . X - Vs wxhx wi A i - 2 .AAI afghan associates, inc. A — T IGf -12 b By: A-//4- Date: MA-2 2007 ENGINEERING 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 1 97005 Project No.: A-07041 503.620.30301 tel 503.620.5539 1 tax www.aaieng.com Sheet: -�of: • 6-721D !- z w 56. �2i -S 2..23 K/, =0.O8I (2.623) = .21Z #/ 672/D 2 - MAss + CIO /55.6 K F R _ /5 5.6 (65 = 94..9 K 65.6 (2/,S) + (5o) OD) ,153 I< FMI = /55.6 (qo) ( / 2310.4- W = 9 4.1 /10 = 5.272 K/ VfZ = 0,0SI (6:277-)g-- •421 #/ W = 6:0 7/e 3.372 k,/ .1/M1 = 0,081 (3.37 _ 2"13 #// ,e/ D 3 - 7 1n/R = 2 =/� , Z �! = 2.66q K/ v R = o. & &1 ( 44 000 = .2.60 CilUD 7 -5 Z MASS _ &o.0 -r /077::3, = /6,7:3K r = /03 (.6 ( 95..7 k So,o ( -r /D73: ( /&7.3 K. 2. 255.7 WR = M I5. 7 - 25 = 3 ;763 Ki/ N/ R, = 0 3 05 #/, . W MZ 7,1- (0/25.5 _ 2. 8'178 '; - 0.0 Ec 1 (2. Sd 24) + 500 527 4/i joov ' �� afghan associates, ine. ATc B izG - ?1 C-7A- g 1 ) By: A SA Date: M Pr R ZOO? .ENGINEERING qq ^7 • 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 1 97005 Project No.: f•TO I O Z 503.620.3030 I tel 503.620.5539 I fax ww- w.aeieng.com Sheet: L3 of: EAST - WET 1 MASS ; R oo F A -13.9 = [(? 8)(l 2.6) + 76 (1.2) .} 3 (7e)) (e,. + )5 0 i )J 21, = /56 . ! k RaoF ,S - b 400)(I2,0 t 7£'x(12) fi 7E' (1s)t /S(/o9 5 24 = 1.0;5.5 MEZZ I =L(7)(13IS)(z) + (50 + 31..25 (36,75] 2.( = I32. 4.k H:R' Mr;zz 2 = [(78.)03,5)(z) +(c0 +31 1o6.6K - Co MA /556. / /32 -4 1 / = 395.3 K F = 3Q53(/56 C = 235 J k /56.1 (2/,5).t /3z4 -(1 o) 440640) FmI = 395.3 (132- C 92 -8 K 395'. 3 5641.3 FMZ = _ 3 6 /5,3 006 , $)() 67.4 K 5641. W R .= 2 35, 1 /2C 1 . 7 9.04.2 k/ 0.os►(q_ogz) = 732 M/, Wm I = 2.15/26 - 3..569 V MI = .0.081(3.5(09) 1 4 fb .W 142. = 4.7. 4 /2e _ .2, 59Z /4/, V x „ 12 z D. o 81(2.592) + 0 = Sl osq C�21D .8.9 — T> • W _ • /65,5/24 4. 396 K/ V. _ o.o8 / (q .39(,0 = 3.x(0 #/ AAI afghan associates, inc. ,kTC • 13 L D G - •T l C- R b By: AKA- Date: MAR 2007 ENGINEERING AA,1 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 97005 Project No.: f-1 v7 42 503.620.3030 1 tel 503.620.55391 fax J www.eaieng.com Sheet: L4 of: �.ET,4iNE� .son- 8Tw 6 3 -7 17 -LL = rNC 1AJ = (45) (5)(/ = 30oFsF s g 4 / , (4• /6,5 z ZS ) 3 0o Psi 69 2 / (,59 #/) 7 -5 Nw4� 21.5' K 6 . 5 Lk) = 4 1-5((0,5)(1 , 33 = 390 I V IZ5 400 1 / 30 /3 2.5 _ 6:5 (Z 9- 6 PS f )39.o PS r got? / (4,75-e17,) . 1k AAI: afghan associates, inc. ETC L DC, _ C� A ie • By: A R A. Date: z0O7 ENGINEERING 1 ,/ 4875 SW Griffith Drive 1 Suite 3001 Beaverton, OR 1 97005 Project No.: # 7D `� Z 503.620.30301 tel. 503.620.5539 .1 fax Sheet: L.C www.aaieng.com Of: GA- �LCi C.- /9-TE /,O M,4 6 R-- r A _ 4400, £ F VT= 80 6 11012T1 -1 - 5 0 LIT TD TA-t_. S HFrla srP2.Y = 4, -r 3 .8 1 - /o , 5 (Z) - 3 (2) _ 4 I. 1.K G�2tD 2; L = /6. 9 V / %w. l °� = 0 .592 r m (111/41.i) = 0.1G t"r cu V A •,S(c (go) Ci21D 3 : L� $ Co7 L2.. gy p ' V = / 3K h= 2 t w �L 1- /P RF % To 14/4-1—L V ( :L! 2.92 0.467 42 0 L2 2. 10 © .643 5� 3.3 1.11 . /oo I L1 , 3 rrn = 0)( /41,1) 0.14 4'" � IAA -L. LZ i 0 �Q� _ P 67/211) ; < I D —s . WAAI afghan associates. inc. f r !- Zb — �" /� � By: AAA Date: Me ( 7427 ENGINEERING � Project No.: c.► 4875 SW Griffith Drive I Suite 3001 Beaverton, OR I 97005 503.620.3030 I tel 503.620.5539 -fax www.aaleng.com Sheet: Lt'O of: EAST _ ir✓.6S T D 7 S,-v-,2 S r a i l r ._ 9, 5 .- -/- / 3 . a 4_ q-,3 = 2 7. K . gci/ed) A L /Z4 Y = 9 5 l % = / /z4 _ 0, 0/ l " ' „ ( 08 ( 9 , 0 - 7 . 6 ) _ ^ 03 f 2 — 2 ° • _ =-e.=. • 5 o a 5 C 6v) - @�1t B.9 L1 = S•�1 L2 - 2 • 0 v-:-... )3-2 N =2f WA- )14 ,/C J 70 WA- r•.r;. V ( ,�) LII ,2.42- 0‘ 447 /C..' 2, 3 K L2. I.05 2 - 3? . ?3.3. //• S L. 2 "7 al / at” 1 • 8 k"/A-1.-l- L I ; I0 /-Pw = [- 0 a5 F -I- ,--„,, Ci) (z 3 /z7 c0) = • o a 3 � _ - f t -L-� L2; /ate,,J = o.S rm ` 0, 5(AS - 127.6) = O.2.0 /v= 0,f G, 21b D : L3 -_, .o, / , L4,L5= 3.33' Llo= 6 ►•607 v/ _ 4,5 Hr._ 21 WALL h /e /z j TD A/A-U_ . v (k) 13 5.5 0.187 36.2 /, 6 L 4. 0, 037 7. a D -. 3 L5 (,,, 0, 0,37 7.Z 0.. L 4.,, 3. 1 0.256 49.4 2. I - Z 0. 51? loo 4. wA-LL %L(, /o /to,,, = 1, S ) us E I. r,-v,u k = Z 7 6 = . i' — 1. 3 oTHErz- v‘ OK BY ZAJsf. Ll.g. /J-_-_._/.0 2.[.,-a /' A I a fghan • assoc • i nc. AT G .51...D 6. — 77C7A /Z.b By: A-RA Date:/ P/2 24 ENGINEERING /yn 4875 SW GM Drive I suite 3001 Beaverton, OR 1 97006 Project NO.. P v �� 503.620.303011el 503.620.5539 Sfax Sheet: /..1. ► 7 of: r F0/2 MEZZ 1 _ — ____ A (g,(26,) — 468 3,/=- 11A6 zi. G NDt2 TN — 50uTH Ta74-L SHEgg STD12 7 = (2.73)05) C 57.0_ k c -72.►D 3 V/<2.5 H =10 WA-LL -Q Py-e 4 , 7? W4-L.. V C K') L i :8,67 /dST ,z.v . 44.4 I. I L2 10 1 2 5 1.4 r 4.5 100 2 1N4-LL L 2 1 %i = 1 r 6)(' °1X,(D 0.28 e= 2 - 20 _ — •1.8 vJA-1.1. L I 014. 1 'Lisp. Aelb 2_ L = /4, .q ID /ew = G- S92 r = 41,5 ) _ oz (.,. (. 7 EAsT— we TaTA SHE-A 5 TO2r 2 frci.(Zev) = 7 6-)E4 B.6 V =3,7/5K L= 8 C,"7 .,.„. 1 0/4.) = 1, lc =.) Li SE_ I r= 0)(3754,, = O. S" (,._ D. /S G,2/1) A ©ice ....„._-- --- ,_ I. M I Ilk AA! afghan associates. inc. ,4 TC }3LDC -7 - T /G-, "9-2/) By: i4/Z4 Date: »P/' ZrhD7 ENGINEERING a�1 Project No.: A 4875 SW Griffith Drive 1 Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I tax (y www.aaieng.com Sheet: LU of: FOre ft/ E zZ z ��-- Ag >e 2s 33 (24) = 60? S, F. VAg c 24.7 1N L O RTN - So ra re-I 707141- .5,./1.1412. wary : s2 (z5 c) = I 4 K Geri) 7 LI L2= 6.47' V:13.1-4.6 1 o 4,,j _ 1 , 5 - . . - - ) c/s E / r = (i) (54 = v. 2S A, o? _ 626' . — i 2 0; EAST_ WEST 70 74 -4— kHEA2 srOrzy c s "- (z(o) _ /3,3 IK 6, - 7 Ict ODE ,_ I' ° o /'‘-iEZe- r; afghan associates, inc. ,4TC 31-D6-4 - 7 /C4 /h By: AAA Date: 4P/e 2-007 ENGINEERING ,4 D70¢Z Project No.: 4875 SW Griffith Drive I Suite 300 !Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: 41 of: s+1E►4 _ otAA.L :LoAr'Dl J CI £ /ZooF -,) NORTH - o u TH 6-712,1,b /- 2 W 2 f Z -4A . c,21h :2 a 3 w 42:7 / G,2 - 3 ---> W z 2 4p04/ G,l21D --> 8 W = 3 o S '� 3 ? T 2 42.74/, ./ 1, 3 0,5"/ 21 is . PSI_ .25.5 ..i 4.6k5•aK (3$• /o. 5k1 to ...s 3.1K ean L 21 2 i 427 2 1. S' t,s i ® I 7-.V- A — 0 57 0 . D C -71- D A� . B.9 w= 732 #� 2 \ i I G,2 /D 6.9 -, b W 35": (' 73.21 P 240' 4 ' t � .9.52. I< 1.52K 4,21K- 4 1.34K -.. ; A A'I afghan associates, inc. ATC. 1_ D 6 7 — - 776,AKD By: A-KA Date: MA-h. W07: ENGINEERING �071��2 Project No.: 4875 SW Griffith Drive I Suite 3001 Beaverton OR 197005 503.620.3030 I tel 503.620.55391 fax www.aaieng.com Sheet: LID of: • n DIAPHfZA-GMS E . Fi. nx = c:x wpx A44)4 ; a .4 SDs I Wpx 0.4(0.63 ()) Wp . e.6o, NORTH MIrJ; D• 2Sb5I Wp x =a.Z /' 672 I z t z #/, G 2' b I'2 00F = GS• ( K ME ZE = 96 �C f=� _ /2.4 ( = 5 3 k 6 -C.64 9D r2,.,•, r , , c 9 • 1 7 ( o ( & S. ) . / l • 5 )< 2 z . • •.6) z 5% b c.00Tt20LS VR � , Vg _ 322.* F _ 1 "'( c) _ 7,3 rnoiMax c 0. 17(0(9C) - 45 -8K FM) t = o • D rg q l 144.1 . = 7 18 = 43 W/ .GI.I 3 — V : 081(24-6,9) t5 27 t4 #/, 67 2rD 7 > g ;eoo,c .(o • o k MEZZ 2 = ./07.3/. k /3.C(_6.o ..) _ �{,9 •K "6bt F2 mcv�c = 0.17c. ( ) 10•6,K �2 ,Yv3r, O . o g g ( �v .) = 5.3 K -- tero T2_0 Ls Yz - 53./2 5,S.; = Z-07 FMZ . / /07 3) s.7 K I.ro ?. 3 -r M - o,r7cc,(// Fm q..5 d : 9,s + _ 774 afghan associates, inc. A 7C . 4.1) G — 7/C, A4 RD By:_ __ Date: AM. . 2007 ENGINEERING ?D � � Project No. Z. 4875 SW GrIfl'ilh Drive I Suite 300 1 Beaverton. OR I 97005 • 503.620.3030 tel 503.620.5539 fax www.aaieng.com • Sheet: L/) of: / 4S7 w -5T 1 C-712iD A —013-9 RIX)F 2357 l K MlEzz I ...=. Me Z = 6 ? -9- = 395 32(z35 -I) = lq,oK 395.3 Pam Q./7.(235./) = 41.4g D. D8'8 (23S, l) = 2a -'7 Goi■Ti20LS Vz _ "7q -6 10-/i F. _ _3 - 7• .5K 395. 3 FMf + 0, 1 76, (92,0) _ /6 , 3 k FM O . Dsi C 2 , s) = S . zZ k - N TrL v L S VMI= 3 FMt = 322(6714 _ $ • 5 .k 3q.5.3 FM 2 wL aix - 0 d7C0 (6 7.4) _ ///1 K - _ FM 2 0, 0 $ K '' ) — .5.1 �C �_ GON TI2 O LS \442 = - 4.4 = 6 17 #Z 672I.1) .6.q D Viz = 3.5Cv #� AA I afghan associates, inc. A TG ;51_06, - Tl G f} i2b By: AR A Date: APR 249O7 ENGINEERING A 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 Project No.: " 07 04 Z 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: i/Z of: - D 1-Pr PH R--14G, M s NORTH —souTH T'L 0 . 414 • Z cp c U 714 I 7_c:4.5K 4 2711. 2e:31 *i. 2 Z5, 4 , 6K) . 2 7 1fS?. 011 C. , 11,1 II4IK 2 _ 6 14 41-01Z-) USD 2124/ 21.5 18 CO.Z� 0.214 O. 2/45 = 22 7 41 // L�s%T V3 = 2 9 Sc� = 5 of/, 1G,HT V3 c 1/.1 AD = Z 2 Z $I L v II -I /SD = 744 V = 2 -(4 _ log-0/ V b = 2 • (/24 c f t g. #/, FFST— WEST -0, O 89 K 0 7 96 #7 545 10 /0.414 ?I 33 14•IK V = 0.4A ye, _ /4!/, u BP eta Le FT Yg.q 440 AU-vwA- 3 LE. k I C. - 1 y ` t ,.3 %o. S = 3‘d *A W p - `f')/ 7. 36 4 x _ � afghan associates. inc. 5LI)G - — TICaAR n B AAA- Date: 4PZ Z0D7 ENGINEERING Project No.: A ti 7D 4 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 97005 • 503.620.3030 I tel 503.620.5539 I fax www.aaleng.com Sheet: L/3 of: ■p @ cn2►D z LDM -o M8, - 1,zD +;1st 1.0 2.5 - 6.9D I,oEw, .O/< ./$ Zt.7sp. kv ow BY imSe • Lo L L I_c_7 E LF -> ,Etil r FAc.TOie = 2 , 5 ' ( 1 . 4 0 . 7 DEAD LO .A b / ,5( . Z)j.z)_ / 34 0-/ Nos 4 SEISMIC (0.2./404-1) = 464 # / 0,ieCK -/, - -- M m 6 x = O.105( — 0.466(24.)0z z ) _ /7.5 - Fr- 4 ;:vtr /1//. z K TIZ'r _14/.Z x 3S Go Mp4G7 ; 4r/t4 >: 7. < 19 a �� ., M f)A- T ( ( = 45 1 => F D•S. (SO)= 2$.0 g5 6.3. . / %) S /i lG, - - Top GL- A-0.IG 74.4 Eb —) f o- ( o(67.)) cBo P - I /7'5(1?.)/45.4 = 46 Ks; -ozz+ 4,6 30 _ 2) 4 / <1 111, °L /F7 w PL�i7 = /5- 5 _ /D /NSF ; _ /1)(.Z) M - 6 Z( Z = ¢ SGT - e .-(' . 24 -eX zy _ /4 > /o/ =) Fh = _ l7o�i /D T (4.G) _ ok Flo LT 1 . xto3 =11.91�5i (rz�(Zy)3, tOu - 1 1 , 4 (+3' / l Z — 4 5 F 7 - / 4- O IG- AA -I Afghan associates, inc. T G ; L _ T c Af By: Date: A P ZO D 7 ENGINEERING Project Project No.: 4875 SW Griffith Drive 1 Suite 300 1 Beaverton, OR 197005 503.620.3030 I tel 503.620.5539 1 fax www.aaieng.com Sheet: /4 of: l In/I= @ c,rzlp 3 ^ L i r'D.Risc-M Lo AJb . .1 B 4 . /, SNOW = 31 44- /, SE - ISMIC LoA- (14/50)(z..1) = Sb8 # /i /6S K/ ZS rmax = /3.5K Mmwx . = /&S ( t 0.58$23)( /)(% z /7,7 FT -k 'rl2Y w 12 x .3 0 .14-/z4, as. 7 <9,2 p ke _ -73 `12-421 J . s3 < 1 Fa., ` o 47? = 23,9 145; 13 : 5 1g , "7g( /2,) c 0.6, G5 � �c O - , (�v) _ Bo k r ( Top roc -&,a)) 41, r- ! 17 1 (I2-)Ais.G 1e5' .02, + SIS -o D.ZI < I.D UPLIFT B•r IrQ$P. . � � AA! - afghan associates, inc. ATC EqLpG - 7164,12-7 By: A-2R- Date: AP 2407 ENGINEERING �1 4875 SW Grifith Drive Suite 3001 Beaverton, OR 1 97005 Project No.: AO ..( -D'�f Z 503.620.3030 I tel 503.620.5539 I fax / www.aaieng.com Sheet: 4- IS of: L /5' • 1 D - 7 /L Zo 1 LD 3 x I4 I Z/J-PL'►-' J s HEAR- V 2.2. 2 #/ 3 4 1 " 5 �$ • 1111 6 t, .SHG�+2 $v 350 41,,,.,�b C 35D c15DD)(,44)]= 17 7e-{ v •1.Z dbtY 3c) = 1901 %. /Z (3/4) r c J " dbe : 6.5 $v = fZ20 �- 11 f.I OTE ; 4 1, =� Q IL g`( Z►J S 7& 2 er P tt /7 77(4. 5 s6.$) � b = 5 -0.75" 4_zs Sd 0,5(5 . 93) ( 57 7) /0.2 3 .4- 12 -- 6, : o . z Ab O. z (0.44)(3 G /000) = 3 I Coma. .D --r E @ 4'-o" o/C RooF 2;L - i5 (C. 5 /z) ( 9.5" y T : zzz 4) 1 v _ (/9 S z t Tag ) i 2 = SID 7 :G • (2.25) 4.5 c ( 6,$ t _0 0 ' ,jp23 C*22e, °.. OUT DF 4s0H /,4)78 _ ZgPSF f = /S o p5` 45v -Y - �NEc D goof s t:: [25( + 1003 4 _ 72;5 T /2r EMBEbS @ 32" of :21 x D 1202 + 5 = 12 yy ._ /z X 66. ,# 66) - a-Y - = 1.27 < I k- / z 20 io _ ..� . /°1/°'i' af associates, inc. T� �LDG', - By: /9/e/4 Date: A�P2 ENGINEERING 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 1 97005 Project No.: 704-2- 503.620.3030Itel 503.620.5539 tax www.aaieng.com Sheet:MS/ of: /" /3/e /02; 0 Z 4.5 * 14(.1 / I HAI0.} _ ,).1 FT- R ((1. o.zief 21 / 1N - /A LA -0-) c- ,(2.ID 2 ) U= 22'7 /i &I2 1p3; V= ZS-0 #/ Ci12,1p 7; 1/ 33 .4— C-0 ►.J - m.4Ls @ Viz o/c_ dk BY 2 OUT O F It o. B--r I ►-s S �ETF} IL .205 ,5 1110l— p/APl -I. ifs r 2$Ps cz,.iT/ZCJLS W : 38-41 *t/ 3954 (G , s) _ 2.5 $v = 17 74 # -- ebe _ - jog = 3. 6z5 gv = 5� 3 C2� . /4 F = (SB37.(1. 3 3) - (Z' BEA 21k(6 P: (I i - a)()* IoE5.5)(11.5) = 7•7 k r/a 7,7 /us) _ /Zia ps t = o, z5 (/-Soo) .= 375 Ps D )= • ,� /"� /"� I - afghan associates, inc. �ZC / DC-, - . T / C, A l: b By: /1 Date: Ark WO 7 ENGINEERING � ,l 4875 SW Griffith Drive 1 Suite 3001 Beaverton, OR 1 97005 Project No.: 07o 4 Z 503.620.3030 1 tel 503.620.5539 I fax www.aaieng.com Sheet: MSZ of: SI✓ISMIC . v E -"C of 1 L 2 6 5' 4 I ,) ) W I . ki 1) Go NT20 LS J W rvic C ¢ 2.-4G / �/. °i .ro , S / O/ G M R-x S pA-c.1 wa Z.Psr 5.0'7 7.33 ` • P _ (.$) (2-4c9) _ /5q9 * 7 �� Y = /5 (�) � 3p0 ., __P 1.33 q 2. / 6 L _ 1.33(\2 10.4 WIND Letx4-A / / A . Tqu, . 5 > d•3 z, 4 5 Cyr -r g-c-r v)G wee Coe. w Tn../7- #JSP-Q • W 4 / 5 t 2) 1 ZD.s4 -/� (FOI2. l: ' ?.3 3 15psF 1\ I 7-40 . G . 7 - 0 - 2-4e/ k, ( ( . 2t z • - Fb - M ; S� . , 5 1 Fb { (.oCi —2-- , •,_-_,- .--E ,_- 0. 0 ' < 0,31C -..---) eD (.?) C z (/.33 AAI afghan associates, inc. hi- Tc. /3 t_G - T/, A-k D By: Pr /2_4 Date: AP42 7407 ENGINEERING 41.770#7,- Project No.: 4875 SW Griffith Drive 1 Suite 300 !Beaverton, OR 197005 503.620.3030 1 tel 503.620.5539 1 fax www.aaieng.com Sheet: of: d)E 7A-i6_ 2/C 5E/SM(C . = zg (5 = 377 0 / @ �' D o/c._ . M4)( T= 377Ci z.1, C — A ?o6, T 0. = ro.. 3 I ((o o) ( , e5) /.4. ] .2 z 22. 6 ,g => i t IeY 2(0 N -S 0 , ( 5 , 0 0 0 ) ( 4o3 v = 3.G/24) 1 40 #.V `r' G : 403 (/Ere,X 26) - 0 - (D5 k .3•(0: 3 UJ= 0.0$1(4 /0). =3334 -/ V = 033)(2-0 ( Kg) = z4.0 T G 335( ( k 8 ) ( 2 ) )e) /.6 r AA I afghan associates, inc. f 7 - bL JC, _ 776 A-RD By: ARA Date: / 4-/K Yi 7 • ENGINEERING Project No.: 407¢2- 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 tel 503.620.5539 fax www.aaieng.com Sheet: M 4 of: • • . . • 3 MEZ ZZ • • 2 =s•5 --is N 1 & 333 * / Ze r 14—S L : . o. &i 4060) + 300 #4 v` g' //2 633 4-/ T -SAS" 7-.-_ C = �3a (2-5,5 r— 33 30a 39 /z f Z� 63,# t 2 vmtm4 z 6.9/5f, "&77 Z 5 6.B T -c 12.5f5 1.4 ".` AAI afghan associates, inc. A 7C j L DC. — T/G, A R b By: AR A Date: APR 0007 ENGINEERING Project No.• /0 � 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: C SC of: • L" • _ 2.1 • - M / L - 3 Cz)C"n) (13.5) 3-7 q1. , . sp4-c_11461 .loz A/9 = 3.0 W / G,2, -v1T7 U5E z ' 8" Q /G. oP DL - S o Ps F LL r_ 'ZS Ps F w e a,0(2 2 /� z /25(2 z 3 3 444 L = H Hrwctig _ 5/3 �) �• 8 FT -/c � D` b 1 .4 Rtt 1.7) - nay eb x /l•5 G • M Z 3, � /2) = /4.0 c151 1.11<=DL i 71c�� o.25 o • 0. 4 k LL •1 3 .1G C- 1- D rE-7 --I.. 24‘, LC Fors I 57211'. ().1 (8"0+ 125) Cl = ao.5 # /`r M •Zo5( /z)0z) = o.4-1 ;h -K._ /Fr S = ( (t -) i t L CO. 41(() ` � 21 ) ] L = . . 0 8 7 _ �� o IF .AA1 afghan associates, inc. i$-7G 51_2)6 Tr 7) By: Date: APR 2-v ENGINEERING Project No 4-070 ! — 4875 SW Griffith Drive I Suite 300 I Beaverton. OR 197005 503.620.3030 I tel 503.620.5539 I fax www.eaieng.com Sheet: MS' of: . P�T$� z► GI-1E-C4 p+ L f G Z! g " o /c. �-_ G = 205 ( /p is -- /9 7. 3'7 2.6 - 7) .1) I # to tz+ IRo rz. 2-o b y =Z7 2.7c /0/z ` 7„47 < 1 o1L / Z Z.0 /2v2 • � - J .AAI :afghan associates, inc. A_T G & LI ? - T /6,14- By: Date: Ar ee wc9 7 ENGINEERING A'971)41/ Project No.: 4875 SW Griffith Drive Suite 300 Beaverton. OR 97005 503.620.3030 I tel 503.620.5539 fax w w w. a a i e n g. c o m Sheet: M57 of: F - 1 . DRAG -, ST2:7 l Gi 21 b 23.9 Wfl L0 Arb = ,P6'7 (8`.3 = %2, 2.S 0 WA-1,L Ir. /2.25 0.0 ? 33) )0•.4S GcLLE -To,2. 'ELEMENT 7. \ D " 41 1 2 ■ S) ( ` f)/l 1.7) .c Z . S K REL34-2 5 = ( Ii ) (1 ?)AA p • (07 4:, A _ 21 = 0.995 in 0. 6(30 , W _____ AAI afghan associates, inc. A- Tt^i a L , _ 7 '/6,A By: Ag 4 Date: APR z40 ENGINEERING Project No.• r Z 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 197005 503.620.3030 I tel 503.620.5539 I fax n� � www.aaieng.com Sheet: of: r ,. GA-KI 0 P Y _ • ?L _ t o PSF •' Fs f_ a 25-PSr FT Z 1 pSf= 4 c=1- -..OPY Psa = 6 PSF 1 • Tiz 7 1 Z x Zo G,.A .. - -pc..u. _ 143 .1:t F. > 10 4 P:„. F - - PO— — 11 ',5 j= ? 9 `r PSG --..., Z , fi t' , ,.+ 7- 4" I, - z 2- 5 . \ I \ / t o b �cSIiM _ E 2O ., 4 e.444OP`( M o.'I S FT I .o'.F . A) _ 6°1-)( 4.21 k/ o. Z► K7, I t T D.SFT K 1 L.314. l -C IS I.3le 7rzY >: g Z .-er: 7. = Et Fb /Z X/0 c b /2- X10 /.5 - 1e51 I(S /) eg(,,O ►' Mtn _ (15) 415t /Z = SI S FT- K.- > 1.04 Fr K n g A\ SSUMe SIMPLE SpAw Mmwx z 'J-Q � 4 ,21 (7 , 3 'S )/8 1. 41F7-14- t) o > _ 1 __ . © AAI afghan associates, inc. A lf1 -m — 767/1 B /9/Z4 .Date: A-ok zoo ENGINEERING • �70¢Z 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 97005 Project No.: D 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: M.5 { �y of: J TS SupPoR4 , 4 0 , 67A, $.33 1 • 33 K 6, .27 K 2 FT- )4. SA-y 3.0 K •7 12y T..s 4 -x4 Fb _ o. ‘Fr 0.6(46 = 27, G K Si M , Z'7.6 (3.9 1 r ) = 9 - c' F T— . 3 , F - =.-- o f=. 1 Z 7/2- TS 4 x 4 )t / 6 a M4.u. G (3-10 ) _ - 7, /_F —r4 , 3,0 Fr - —) o IL m Z • • I ZMA- ° r (4)/4 = I, / //// 4 33k _! afghan associates, inc. AT Oz_DG, - 7ARD By:. Date: APR ,W 7 ENGINEERING Project No.: �7o4z 4875 SW Griffith Drive I Suite 300 I Beaverton, OR I 97005 503.620.3030 I tel 503.620.5539 I fax ,� A www.aaieng.r.om Sheet: M S/D of: M S16